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HomeMy WebLinkAboutPermit D18-0382 - LOT #3 BURN HOUSE - NEW SINGLE FAMILY RESIDENCELOT #3 BURN HOUSE 14217 34T" AVE S D18-0382 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 14217 34TH AVE S Project Name: LOT #3 BURN HOUSE COMBOSFR PERMIT Permit Number: 018-0382 Issue Date: 4/8/2019 Permit Expires On: 10/5/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: TUKWILA CITY OF 6200 SOUTHCENTER BLVD , TUKWILA, WA, 98188 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 License No: CARYLCI1010F Lender: Name: SBCF Address: Phone: (206) 423-5055 Phone: (206) 423-5055 Expiration Date: 9/26/2020 DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. Public Works activities include: driveway access, traffic control, pavement cut & pavement restoration, water service, storm drainage, sanitary sewer, land altering, erosion control, undergrounding of power, and street use. Project Valuation: $405,062.88 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: Electrical Service Provided by: Fees Collected: $11,534.96 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International. Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Ch annelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 130 Fill: 10 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signatu 1 No atitelew Date: e/ - k 7 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 and agree to the conditions attached to this permit. Signature: Print Name: CSL'( 14 pi -05 . Date: /( e//P This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All 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. 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. r-. r1 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 37: 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). 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 39: 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) 40: 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) 41: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 44: ***PUBLIC WORKS PERMIT CONDITIONS*** 45: 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. 46: 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. 47: 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. 48: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 49: 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. 50: 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. 51: 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. 52: Any material spilled onto any street shall be cleaned up immediately. 53: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 54: 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. 55: The Land Altering Permit Fee is based upon an estimated 130 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 56: 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. 57: 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. 58: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 59: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 60: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 61: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 62: The property owner is responsible for the maintenance of any new and existing on-site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretention, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correct on-site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual & TMC 14.30.080. 63: 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. 64: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 65: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C18-OOxx. Fee based on two new houses. 66: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 67: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. j 2 - d3 Project No.: Date Application Accepted: /a/o5//g-- Date a/os/lk Date Application Expires: c2 4f, / 050 (For once use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: L King Co Assessor's Tax No.: 3— S. A-- /-0T- 3 [)of/2_1v H -e PROPERTY OWNER Name: Address: f 62/5' �� A..vrz wCity:re Name: Address: Cog�,j�iod: LG i r ..�01 op Date: 2,//6..7 ryirl$� Address: City: State: City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Address: f 62/5' �� A..vrz wCity:re $7 e..1 , f i/veliState: Vl! i}' Zip: y80.s Address: Cog�,j�iod: LG i r ..�01 op Date: 2,//6..7 ryirl$� Tukwila Business License No.: 0 1-471. / VI City: State: Zip: Phone: Fax: City: Email: C a /4kC� 5D`iO Yb1,tirir Gen,. GENERAL CONTRACTOR INFORMATION Company Name: ! ' Address: f 62/5' �� A..vrz wCity:re $7 e..1 , f i/veliState: Vl! i}' Zip: y80.s Phone: z"/ 23, C,6 Cog�,j�iod: LG i r ..�01 op Date: 2,//6..7 ryirl$� Tukwila Business License No.: 0 1-471. / VI ARCHITECT OF RECORD Name:SO- Company Name: '-..,e, 6_4_ f Company Name: Engineer Name: /_�_r Architect Name: j Address: 224 3 T f 24 2, / State: Address: ID Phone:36'o _01 6 6 — to I. -Fax: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name:SO- Company Name: '-..,e, 6_4_ f Engineer Name: /_�_r eSeNot j Address: 224 3 T f 24 2, / State: City: B 4,4_ d `40.10 State: `V,A / Zip:T ID Phone:36'o _01 6 6 — to I. -Fax: Email: c L o-eil n eev5CZ l_0rwc..45 .frve LENDERBOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name:SO- & ✓ Address: City: State: Zip: H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): ,- , r kes wv-/�.u�� fyeCcJ �lcnno9 �i t l','„ DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement I51 floor 1 2-6/Lt 2"d floor f...5 S Garage Jj carport ■ 5 --7-- Heck_ covered igj uncovered ■ '-Mori' P j /p,_ 0,47.....tta f LA Total square footage 262-C Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ furnace <100k btu thermostat emergency generator ygoo fuel type: ❑ electric A. gas appliance vent ventilation fan connected to single duct wood/gas stove water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) bidet �-s dishwasher floor drain lavatory (bathroom sink) sink water heater (gas) lawn sprinkler system H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKSPERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila X... Water District #125 ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate 0 .. Highline 0... Valley View 0 .. Renton 0...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 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... 0 ❑ ...Total Cut ❑ ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards -or- Non Right -of -Way.. ❑ ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut 0 .. Utility Undergrounding 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private ❑ Domestic Water ❑...Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer MONTHLY SERVICE BILLING TO: Name: 0 ...sewage treatment Mailing Address: Day Telephone: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APY''ICATION — 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 OWN OR AUTHORIZED AGENT: Signature: `� Date: Print Name: v ��" `it' WP"3�/✓�— Day Telephone: Q Mailing Address: IJ" Z lcG( [ TvT J' OleIo0 City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh 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 L 4t 3 U (Ll l Roo S1._ PERMIT # 14-211 34 -?k i C - 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. ri —03 2 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization 5 O 0 Erosion prevention (Z 0 0 Water/Sewer/Surface Water 2—O 00 Road/Parking/Access 7$V ` ``� A. Total Improvements "/"Z 3. Calculate improvement -based fees: ' B. 2.5% of first $100,000 of A. 25 $250 (1) C. 2.0% of amount over $100,000, but less 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 1 0 Enter total fill volume /0 cubic yards cubic yards 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 J $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 (4) $ 731 � (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION i' (1+4+5) $ SIR .. 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. RECEIVED CITY OF TUKWILA Approved 09.25.02 Last Revised 01.01.18 1 119- O9L DEC 0 5 2018 PERMIT CENTER 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) (6) 7. Pavement Mitigation Fee (?�- i $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 54- 5- . (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 01.01.18 2 $ (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 $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ 10 /3 n� I. Other Fees $ Total A through I $ 10 l3 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ( 18--/ 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 oi.oi.zois — —12 iz3i:z i�"S 8 Total Fee 0.75 $625 $60U $6630 1 $1125 $1,012.50 $16,137.50 1.5 $2425 $34,025 $32,450 2 $2825 / $48,040\ $50,865 3 $4425 // $96,080 �\ $100,505 4 $7825 / $150,125 x$157,950 6 $12525 / $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.18 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila Receipt Number R17355 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $9,108.31 C19-0007 Address: Apn: $300.00 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D18-0382 Address: 14217 34TH AVE S Apn: $8,808.31 DEVELOPMENT $4,423.85 PERMIT FEE R000.322.100.00.00 0.00 $4,194.85 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $111.25 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $111.25 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 $1,355.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $240.08 TECHNOLOGY FEE R000.322.900.04.00 0.00 $240.08 TOTAL FEES PAID BY RECEIPT: R17355 $9,108.31 Date Paid: Monday, April 08, 2019 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 26126 Printed: Monday, April 08, 2019 10:09 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila Receipt Number 815971 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY f. PAID $5,498.39 D18-0381 Address: 14211 34TH AVE 5 Apn: $2,771.74 DEVELOPMENT $2,771.74 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,771.74 D18-0382 Address: 12417 34TH AVE 5 Apn: $2,726.65 DEVELOPMENT $2,726.65 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R15971 R000.345.830.00.00 0.00 $2,726.65 $5,498.39 Date Paid: Wednesday, December 05, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25894 Printed: Wednesday, December 05, 2018 12:24 1 of 1 PM CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 0 Permit Inspection Request Line (206) 438-9350 D18-0 37Z Project:113 5 gist, Type.4f In.s.pec 'Qn: Address: I1Zi7 34 Ave -6- Date Called: Special Instructions: �Requester: jiJ5 Date Wanted: a.m. Phone No: 4,Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector: n REINSPECTION FEE REQUIRED. Prior to next ins(Section. 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 Da- esn 'ect: #3 Zig)" '` T of Ins ec ion: �.% \CAS AL Find Address: /x217 311 S. Date Called: Special Instructions: Cr Date Wanted: p� 3-2g -2o1 ! a.m. p.m. Requester: Z. Frt.-1,61c i „ La�ct Phone No: LJApproved per applicable codes. Corrections required prior to approval. COMMENTS: 411 / • .i,4 -z- iUv,7 A-, , , Cr -77';, L nes /'//"e j Vc Z. Frt.-1,61c i „ La�ct �a V t 'J�r-Zeor QCC ers :3, L\ 74 cs Nat Ole, -/c,' ( a-74- Ito i Al i& i'iS% Ir.-)•-le5 _hi ,`L a+ -I 1 Roof C)/» E4'' Inspector date:03/ REINSPECTION FEE REQUIRED. Prior to next paid at 6300 Southcenter Blvd., Suite 01, Cis Pik' 1°;,v,� m /,`"ons fee must be spection. 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 btS o 2 Project: Type of Inspecti n: Address: i if 211 difr 44)3 S Date Called: Special Instructions: Date Wanted: / 6-2'1" t9 a.m. p.m. Requester: Phone No: Approved per applicable codes. ['Corrections required prior to approval. OMMENTS: Inspector: Date: 1-1 REINSPECTIOUIRED. 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 lS • 3g2 Approved per applicable codes. Corrections required prior to approval. CDMMENTS: Inspector: Date: , REINSPECTIO rEE RE'UIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Type f Inspection: ` Project:T '3 t4 a Address: /997 34i //VT. - S. Date Called: SpecialInstructions: Date Wanted:S 6 - ZJ/ ZO` / a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. CDMMENTS: Inspector: Date: , REINSPECTIO rEE RE'UIRED. 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 DM -03,Z Project:.- 60% ".- : t Anal Ai sl Type Inspection: r r Address: Itt 2J7 ( c Date Called: SpecialInstructions:Dat Wanted: � `'Z�' Z.0 17 p.m. Requester: Phone No: p0Approved per applicable codes. Corrections required prior to approval. COMMENTS: or,af Date67 l REINSPE ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6 00 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Inspector: INSPECTION RECORD Retain a copy with permit Dl i- INSPECTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec,� �� `a 1,/,, FP� Type of Inspection: / / lea Address: /y2/7 jqD$, - o _6. Date Called: Special Instructions: `Date Wanted: / l9 20. /or p.m. Requester: Phone No: EjApproved per applicable codes. COMMENTS: 1;21,Corrections required prior to approval. -�—w2,P�wk-�L•" e COP 01,1 r4 i5a, 41,0,4)ts2. U oNesrt, --GtA,6 G. 4eret-1--, 1,3444.6 Inspector: Date: _ % i J 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: 1- 3 .eJ FAI Pis Type of Inspection: 2 :4-, Mme. Address: / �7 cgiir4 41/e 3 - Date Called: . Special Instructions: Date Wanted: Requester: Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: R=. VvraCt.«L Date:6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project n / /r L P L sgflat/ `'1 Type of Inspe ion: '. Address: /q Zi/ 34frilf /4r4r _'` Date Called: Special Instructions: Date Wanted: Yq ^ <9 �nf Requester: Phone No: ved pgplicable codes. El Corrections required prior to approval. COMMENTS: t9111 / 0— Inspector: yze Date:6-19-17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSP '.N NO. INSPECTION RECORD Retain a copy with permit PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 1,01. ! A.) Type of Inspection: Q . :3.tWL..0..11 Address: 421'1 3414 Avg' • Date Called: Special Instructions: Date Wanted: -5 "(Gi V <-11" p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. CDMMENTS: Inspector: a/7 Date: (V5--1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ill$ a D38� 'Project: orw3 15...4) sr Ty �' pe of lnspe ion. cl o� Address: Date Called: i Special Instructions: Date Wanted: 2Cl — Z7 t a.m. P.m. Requester: Phone No: AnApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: s/v, Inspector: Date zy - zf? n 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 N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:,/ 1-413th4rl J- Type of Inspection: O rr ft -f." -e, Address: /142h (34f� /4.e/Lr S- Date Called: _ Special Instructions: Date Wanted: -.4-., 2J -I 7 p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: C4b \ y Inspector:' Date: Z n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectiion. 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: 3 j���( / , ` 5G/77iiLIS' Type of Inspection: ` WIi �/7/J�� 'vl/�1�/�i�'�► Address: / I'Z(-r 34 3 . Date Called: Special Instructions: Date Wanted: 1-',2) —[4, 137W. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: in le ril / /UPS /s/ t A-3 s Ci 4) A'7 6/4/ s Inspector:^� I 1/ 1 / /3 / Dater ZZ zl. n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. IN CTION INSPECTION RECORD Retain a copy with permit NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project:10 ii/ 4or 3 ilie.) Type of Inspection: P/11.001 y-7404 rz:400,4 Address: /q2%7 34rlft s - Date Called: Special Instructions: Date Wanted: �i �� / / � Frfi p.m. Requester: Phone No: Approved per a licable codes. o Corrections required prior to approval. 5: Inspector: _Date: 5 _` zeG REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit I to o3a2, 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:o -ruAeJ itisi Type of Inspection: 'N2 Address:Date Called: Special Instructions: Date Wanted: 03-Pj a.m. Requester. Phone No: Approved per applicable codes. u Corrections required prior to approval. COMMENTS: t rweAe ctKoywo2 fr•pteloiw, r Inspector: zo1 il 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 -o33 . INSPE ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: je / etizis Date Called: Address: ��/ et /L r/ 3'7 ? ,i4ve. S. Special Instructions: Datg yVar},fe:201 a.m. F� Req Phone� 71,-3-3z9 applicable codes. ['Corrections required prior to approval. CO' ' ENTS: ida2dro-,A,1 Inspector Qs) C.9. :•••.- Date: 24,1 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Re: B1805809 L2 -2853-3L Plan LE MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Arlington, WA). Pages or sheets covered by this seal: K5360788 thru K5360828 My license renewal date for the state of Washington is September 28, 2019. November 6,2018 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 Engineer, per ANSI/TPI-1, Chapter 2. COiwE i'` . 4 ;...NCE •SCE JAN 11 L i City of Tukwila BUILC° T„ D VISjQN Dig- 0392. RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERfv9jy CENTER Job Truss Truss Type Qty Ply L2 -2853-3L Pier: K5360788 B1805809 A01 GABLE 1 1 Job Reference (optional) udders FirstSource (Arlington, WA), i1-3-0 5-3-1 1-3-0 5-3-1 0 O rlington, WA - 98223, 8.230 s Oct 6 2018 MiTek lodustries, Inc. Tue Nov 6 11:14:45 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-DVQESN7XBUIY57oB5mpeL2Xq DUteggs2iUf2BIyLwH u I 8-7-5 12-1-4 16-1-11 19-9-0 23-4-5 27-4-12 30-10-11 34-2-15 39-6-0 40-9-0 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-01 Scale = 1:77.9 5x8 = 8x8 = 14 8x16 MT2OHS = 13 8x8 = 12 6-11-3 12-1-4 27-4-12 I 32-6-13 39-6-0 6-11-3 5-2-1 15-3-8 5-2-1 6-11-3 Plate Offsets (X,Y)-- [2:0-4-0,0-1-11], [4:0-6-4,0-0-4], [8:0-6-4,0-0-4], [10:0-4-0,0-1-11], [13:0-3-8,0-6-0], [15:0-3-8,0-6-0], [40:0-0-0,0-0-0], [40:0-0-0,0-0-0], [43:0-0-0,0-0-0], [43:0-0-0,0-0-01 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.74 BC 0.58 WB 0.74 Matrix -S DEFL. in (loc) I/deft Ud Vert(LL) -0.51 13-15 >923 240 Vert(CT) -0.74 13-15 >632 180 Horz(CT) 0.05 10 n/a n/a Attic -0.2213-15 820 360 PLATES GRIP MT20 185/148 MT20HS 165/146 Weight: 348 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-11: 2x4 DF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 REACTIONS. (lb/size) 2=1859/0-5-8, 10=1859/0-5-8 Max Horz 2=172(LC 7) Max Gray 2=2098(LC 14), 10=2098(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3569/0, 3-4=-3330/0, 4-5=-2474/0, 5-6=-34/442, 6-7=-34/442, 7-8=-2474/0, 8-9=-3330/0, 9-10=-3570/0 BOT CHORD 2-16=0/3146, 15-16=0/3167, 13-15=0/2607, 12-13=0/3039, 10-12=0/3018 WEBS 5-17=-3048/0, 7-17=-3048/0, 4-15=0/1474, 8-13=0/1474, 3-15=-1010/64, 9-13=-1010/64, 9-12=-448/255, 3-16=-448/255 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-15 11) Attic room checked for L/360 deflection. RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER November 6,2018 WARNING - Verify fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/032015 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360789 B1805809 A02 ATTIC 2 1 Job Reference (optional) ullders FlrstSource (Arlington, WA), 0 4I1 5-3-1 rlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:46 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-hi_cf)89yotpj HNOfTLtu F4?zuDtPH6Bx8ObpjByLwHt 8-7-5 12-1-4 I 16-1-11 i 19-9-0 I 23-4-5 1 27-4-12 I 30-10-11 I 34-2-15 39-6-0 10-9-1 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-0 Scale = 1:77.3 1��12 42-0-0 8x8 - 7.00 12 3x8 11 4 3x6 = 5 5x8 = 16 3x6 I 15 8x8 = 17 2x4 a; 15-0-0 14 8x16 MT2OHS = 6-11-3 12-1-4 27-4-12 6-11-3 5-2-1 15-3-8 3x6 = 7 3x8 I I 8 8x8 13 8x8 = Plate Offsets (X Y)-- [2:0-4-0 0-1-11] 14:0-6-4,0-0-41, [8:0-6-4 0-0-4], [10:0-4-0,0-1-11 , [13:0-3-8 0-6-01, [15:0-3-8,0-6-01 3x6 II 32-6-13 5-2-1 39-6-0 6-11-3 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.74 BC 0.58 WB 0.74 Matrix -S DEFL. in (loc) I/defl Ud Vert(LL) -0.51 13-15 >923 240 Vert(CT) -0.74 13-15 >632 180 Horz(CT) 0.05 10 n/a n/a Attic -0.2213-15 820 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 295 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-11: 2x4 DF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 7-17 JOINTS 1 Brace at Jt(s): 17 REACTIONS. (Ib/size) 2=1859/0-5-8, 10=1859/0-5-8 Max Horz 2=172(LC 7) Max Gray 2=2098(LC 14), 10=2098(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3569/0, 3-4=-3330/0, 4-5=-2474/0, 5-6=-34/442, 6-7=-34/442, 7-8=-2474/0, 8-9=-3330/0, 9-10=-3570/0 BOT CHORD 2-16=0/3146, 15-16=0/3167, 13-15=0/2607, 12-13=0/3039, 10-12=0/3018 WEBS 5-17=-3048/0, 7-17=-3048/0, 4-15=0/1474, 8-13=0/1474, 3-15=-1010/64, 9-13=-1010/64, 9-12=-448/255,3-16=-448/255 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-15 8) Attic room checked for L/360 deflection. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 250 Klug Circle j Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360790 B1805809 A03 ATTIC 6 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1 � 0 of N Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:47 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-AuY_t39nj6?GKRyaDBs6 RTc651Z58jVLAn89FeyLwHs 1 3 0 5-3-1 8-7-5 12-1-4 16-1-11 19-9-0 23-4-5 27-4-12 30-10-11 34-2-15 39-6-0 �1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 8x8 — 7.00 12 3x8 = 3x8 11 40-9-0 6 3x8 I I 8x8 5x8 = 15 3x6 14 8x8 = 13 8x16 MT2OHS = 6-11-3 12-1-4 27-4-12 6-11-3 5-2-1 15-3-8 12 8x8 = 32-6-13 11 3x6 I 39-6-0 5x8 = 5-2-1 6-11-3 Scale = 1:76.5 Plate Offsets (X Y)-- [2:0-4-0,0-1-111 [4:0-6-4,0-0-41 [8:0-6-4,0-0-41, [10:0-1-15,0-0-1 , [12:0-3-8,0-6-01,114:0-3-8,0-6-41 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.97 BC 0.59 WB 0.80 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) -0.51 12-14 >916 240 Vert(CT) -0.75 12-14 >626 180 Horz(CT) 0.05 10 n/a n/a Attic -0.2212-14 819 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 293 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 DF 1800F 1.6E, 9-10: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-16, 7-16 WEBS 2x4 HF Stud *Except* JOINTS 1 Brace at Jt(s): 16 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1867/0-5-8, 10=1759/Mechanical Max Horz 2=169(LC 7) Max Gray 2=2106(LC 14), 10=2011(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3584/0, 3-4=-3357/0, 4-5=-2495/0, 5-6=-30/445, 6-7=-27/447, 7-8=-2490/0, 8-9=-3368/0, 9-10=-3632/0 BOT CHORD 2-15=0/3152, 14-15=0/3175, 12-14=0/2620, 11-12=0/3120, 10-11=0/3099 WEBS 5-16=-3077/0, 7-16=-3077/0, 4-14=0/1484, 8-12=0/1519, 3-14=-1006/63, 9-12=-1086/74, 9-11=-440/244, 3-15=-460/248 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) Attic room checked for L/360 deflection. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360791 B1805809 AO3F ATTIC 4 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:48 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-e45N4PAPU P77ybXm nu N Lzg9 HkisJtA2U PRti n4yLwHr -1-3-0 5-3-1 8-7-5 12-1-4 I 16-1-11 19-9-0 i 23-4-5 27-4-12 130-10-11 34-2-15 i 39-6-0 1-3-d 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 8x8 = 1r1-12 40-9-0 8x8 7.00 rfT 3x8 II 3x8 = 3x8 = 3x8 11 5x8 = 16 3x6 II 2x4 = 8x8 = 15 14 12x12 = 13 8x16 MT2OHS = 12 11 10x10 = 3x6 II 6-11-3 9-10-11 12-1-4 27-4-12 32-6-13 39-6-0 6-11-3 2-11-8 2-2-10 15-3-8 5-2-1 6-11-3 Plate Offsets (X,Y)-- [2:0-4-0 0-1-11] [4:0-6-0,0-0-81, [8:0-6-8,0-0-0], [10:0-1-15,0-0-11 [12:0-3-8,0-6-4], [14:0-1-12,0-0-01 [14:0-3-8 0-6-8] [19:0-0-0,0-1-121 5x8 = N 14 Scale = 1:85.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.98 BC 0.71 WB 0.78 Matrix -S DEFL. in (loc) 1/deft L/d Vert(LL) -0.5012-14 >938 240 Vert(CT) -0.74 15 >632 180 Horz(CT) 0.05 10 n/a n/a Attic -0.2712-14 690 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 292 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 DF 1800F 1.6E, 9-10: 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-7-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-17, 7-17 WEBS 2x4 HF Stud *Except* JOINTS 1 Brace at Jt(s): 17 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1901/0-5-8, 10=1770/Mechanical Max Horz 2=169(LC 7) Max Gray 2=2140(LC 14), 10=2022(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3149/0, 3-4=-3365/0, 4-5=-2551/0, 5-6=0/522, 6-7=0/493, 7-8=-2567/0, 8-9=-3454/0, 9-10=-3645/0 BOT CHORD 2-16=0/2674, 15-16=0/2735, 14-15=0/2735, 12-14=0/2706, 11-12=0/3139, 10-11=0/3110 WEBS 5-17=-3276/0, 7-17=-3276/0, 14-19=0/1377, 4-19=0/1392, 8-12=0/1536, 9-12=-1058/76, 9-11=-535/213, 6-17=0/252, 16-18=-969/74, 3-18=-944/78 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17, 18-20, 19-20 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) Attic room checked for L/360 deflection. November 6,2018 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 art 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360792 B1805809 A04 ATTIC 1 Job Reference (optional) Builders FirstSource (Arlington, WA), e 1 -3-O 5-3-1 1-3-0 5-3-1 Arlington, WA - 98223, 8-7-5 12-1-4 16-1-11 3-4-3 3-5-15 4-0-7 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:49 2018 Page 1 I D: bsK4AVV9Sgq?oevYFKegYuzFKFj-6Hf I IB 1 FjG_al6yKcua WuiZK5lJckmed5dFKWyLwHq 19-9-0 23-4-5 27-4-12 I 30-10-11 I 34-2-15 I 39-6-0 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 40-9-0 6 6-11-3 12-1-4 1 6-11-3 5-2-1 27-4-12 15-3-8 3x6 = 7 3x8 I 8 8x8 12 5x8 11 3x6 I I 32-6-13 39-6-0 5-2-1 6-11-3 5x8 = Scale = 1:76.5 Iy 0 Plate Offsets (X Y)-- [2:0-1-15 0-0-11 [10:0-1-15 0-0-11 [12:0-3-8,0-2-81, [14:0-3-8,0-2-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.54 BC 0.35 WB 0.36 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.29 12-14 >999 240 Vert(CT) -0.44 12-14 >999 180 Horz(CT) 0.03 10 n/a n/a Attic -0.13 12-14 1422 360 PLATES GRIP MT20 185/148 Weight: 586 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3,9-10: 2x4 DF 1800F 1.6E BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2261/0-5-8, 10=1931/Mechanical Max Horz 2=170(LC 7) Max Uplift 2=-109(LC 8) Max Gray 2=2511(LC 30), 10=2187(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4428/207, 3-4=-3971/145, 4-5=-2841/124, 5-6=-50/563, 6-7=-28/514, 7-8=-2889/142, 8-9=-3881/112, 9-10=-3956/27 BOT CHORD 2-15=-116/3893, 14-15=-109/3890, 12-14=0/3051, 11-12=0/3431, 10-11=0/3383 WEBS 5-16=-3686/201, 7-16=-3686/201, 4-14=-109/2017, 8-12=-7/1744, 3-14=-1417/214, 9-12=-960/219, 9-11=-653/209, 6-16=0/277, 3-15=-408/481 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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, 5-16, 7-16 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 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) except (jt=1b) 2=109. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 579 Ib down and 213 Ib up at 12-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. GLUAU�1p2))yAtttictltlroom checkedefor L/360 deflection. Abi o7 o2noara 1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 6,2018 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360792 B1805809 A04 ATTIC 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-10=-16, 1-4=-70, 4-5=-80, 5-6=-70, 6-7=-70, 7-8=-80, 8-10=-70, 5-7=-10 Concentrated Loads (Ib) Vert: 14=-565(F) 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:49 2018 Page 2 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-6HFl11B1 FjG_al6yKcuaWuiZK5lJckmed5dFKWyLwHq ® 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. 250 Klug Circle Corona, CA 92880 Job B1805809 Truss A05 Builders FirstSource (Arlington WA) 0 Truss Type GABLE Arlington, WA - 98223, 1 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:50 2018 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-aTD7V5Bg010rBuh9uJPp25Ee0VapL5knslMpsyyLwHp 11-3-q I 5-3-1 8-7-5 12-1-4 16-1-11 19-9-0 23-4-5 27-4-12 I 30-10-11 1 34-2-15 I 39-6-0 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 Qty Ply 1 L2 -2853-3L Plan Job Reference (optional) K5360793 1r1x12 2x4 II 3 2x4 H 2x4 II 8x8 9 2x4 11 2x4 II 2x4 II 5x8 = 13 8x16 MT2OHS = 6-11-3 12-1-4 27-4-12 6-11-3 5-2-1 15-3-8 Plate Offsets (X,Y)-- f2:0 4-0,0-1-11j, [4:0-6-4,0-0-41,18:0-6-4,0-0-41, [10:0-4-0,0-1-11 , [12:0-3-8,0-6-01, [14:0-3-8,0-6-01 12 8x8 = 32-6-13 5-2-1 11 5x8 39-6-0 6-11-3 Scale = 1:77.1 Ix) 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.93 BC 0.58 WB 0.76 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) -0.51 12-14 >923 240 Vert(CT) -0.74 12-14 >632 180 Horz(CT) 0.05 10 n/a n/a Attic -0.2212-14 820 360 PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 346 Ib FT = 20% LUMBER - TOP CHORD 2x8 DF SS *Except* 1-3: 2x4 DF 1800F 1.6E, 9-10: 2x4 DF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-16, 7-16 JOINTS 1 Brace at Jt(s): 16 REACTIONS. (lb/size) 2=1861/0-5-8, 10=1753/0-5-8 Max Horz 2=169(LC 7) Max Gray 2=2099(LC 14), 10=2007(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3571/0, 3-4=-3335/0, 4-5=-2478/1, 5-6=-34/442, 6-7=-33/442, 7-8=-2476/0, 8-9=-3342/0, 9-10=-3580/0 BOT CHORD 2-15=0/3141, 14-15=0/3162, 12-14=0/2602, 11-12=0/3064, 10-11=0/3041 WEBS 5-16=-3052/0, 7-16=-3052/0, 4-14=0/1475, 8-12=0/1493, 3-14=-1009/63, 9-12=-1041/75, 9-11=-451/234, 3-15=-450/254 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 11) Attic room checked for U360 deflection. November 6,2018 ® 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 ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1 L2 -2853-3L Plan K5360794 B1805809 A06 Common 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), � t Arlington, WA - 98223, r 130 1-3-0 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:51 2018 Page 1 ID: bsK4AW 9Sgq?oevYFKegYuzFKFj-2fn ViRCIn KW hp2GLS 1 w2bJnu9v_U4bnw5P6MOPyLwHo 7-3-14 12-1-8 7-3-14 4-9-10 4 7-3-14 7-3-14 12-1-8 4-9-10 Scale = 1:40.8 Plate Offsets (X,Y)-- [2:0-3-3,0-1-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud CSI. TC 0.58 BC 0.36 WB 0.46 Matrix -S DEFL. in (loc) I/defl Ud Vert(LL) -0.08 2-6 >999 240 Vert(CT) -0.15 2-6 >914 180 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 52 Ib FT = 20% REACTIONS. (Ib/size) 5=499/Mechanical, 2=615/0-5-8 Max Horz 2=183(LC 7) Max Uplift 5=-11(LC 5), 2=-16(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-599/4 BOT CHORD 2-6=-29/411, 5-6=-29/411 WEBS 3-6=0/264, 3-5=-557/38 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins, except end verticals. 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. November 6,2018 ® 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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 250 Klug Circle Corona, CA 92880 Job B1805809 Truss B01 Truss Type GABLE Qty 1 Ply 1 L2-2853-3L Plan K5360795 Job Reference (optional) 00 rlington, WA - 98223, r1-1-61 5-9-15 1-1-6 5-9-15 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:52 2018 Page 1 ID: bsK4AVV9Sgq?oevYFKegYuzFKFj-WsLtwnOwYeeYRCrX0kSH8 W KOtJEpp3u4J 3rvwryLwHn 10-11-8 112-3-01 18-2-1 24-6-0 25-7-61 5-1-9 1-3-8 5-11-1 6-3-15 '1-1-6 3x6 it 4x12 5 3x4 Scale = 1:56.2 5-9-15 10-11-8 17-6-0 5-9-15 5-1-9 6-6-8 Plate Offsets (X Y)-- [2:0-3-8,Edgel, [3:0-5-0,0-0-121, [4:0-0-9,0-1-01 [7:0-0-13,Edgel, [10:0-5-0 0-2-81 24-6-0 7-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.74 WB 0.40 Matrix -S DEFL. in (loc) I/defl Ud Vert(LL) -0.15 9 >999 240 Vert(CT) -0.27 9-10 >999 180 Horz(CT) 0.18 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 169 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-9,5-10: 2x4 HF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1191/0-5-8, 7=1158/0-5-8 Max Horz 2=125(LC 7) Max Uplift 2=-50(LC 8), 7=-30(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1691/67, 3-4=-1213/84, 4-5=-1054/107, 5-6=-2597/55, 6-7=-2787/0 BOT CHORD 2-11=0/1324, 10-11=0/1325, 9-10=0/937, 7-9=0/2317 WEBS 3-10=-523/77, 5-9=0/1822, 6-9=-277/106, 5-14=-63/329 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-5-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 7. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 Ib down and 23 Ib up at 2-0-0, and 31 Ib down and 23 Ib up at 4-0-0 on top chord, and 6 Ib down at 2-0-0, 6 Ib down at 4-0-0, 31 Ib down and 16 Ib up at 6-0-0, and 31 Ib down and 16 Ib up at 8-0-0, and 31 Ib down and 16 Ib up at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.15, Plate Increase=1.15 Continued on Daae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 6,2018 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply 1 L2 -2853-3L Plan B1805809 601 GABLE 1 1 j K5360795 lJob Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-70, 5-8=-70, 2-10=-16, 9-10=-16, 7-9=-16 Concentrated Loads (Ib) Vert: 11=-31(B) 37=-31(B) 38=-31(B) 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:52 2018 Page 2 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-WSLtwnDWYeeYRCrXOkSH8 W KOtJEpp3u4J3rvwryLwHn 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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job B1805809 „ Truss B02 Truss Type Scissor Truss Qty 3 Ply 1 L2-2853-3L Plan K5360796 Job Reference (optional) rlington, WA - 98223, 5-9-15 5-9-15 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:53 2018 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-_2vG77EYJymP2MQkZSzWgksDJblYWGDYjbTTHyLwHm 10-11-8112-3-0 18-2-1 24-6-0 25-7-6 5-1-9 1-3-8 5-11-1 6-3-15 '1-1-6 i 4x6 11 5-9-15 10. 1-8 5-9-15 5-1-9 Plate Offsets (X,Y)-- [2:0-3-9,0-1-81 [6:0-0-13,Edge], [9:0-5-0,0-2-81 17-6-0 6-6-8 24-6-0 7-0-0 Scale = 1:53.8 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.66 WB 0.39 Matrix -S DEFL. in (loc) I/dell L/d Vert(LL) -0.17 8 >999 240 Vert(CT) -0.32 8-9 >916 180 Horz(CT) 0.19 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 100 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 4-8,4-9: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1128/0-5-8, 6=1128/0-5-8 Max Horz 2=128(LC 7) Max Uplift 2=-14(LC 8), 6=-14(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1546/6, 3-4=-1122/62, 4-5=-2530/11, 5-6=-2692/0 BOT CHORD 2-10=0/1188, 9-10=0/1188, 8-9=0/863, 6-8=0/2236 WEBS 3-9=-479/56, 4-8=0/1824, 5-8=-340/103 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. November 6,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MtI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 250 Klug Circle Corona, CA 92880 Job B1805809 Truss Truss Type B03 (COMMON GIRDER Qty 1 Ply A 4 L2 -2853-3L Plan K5360797 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:54 2018 Page 1 ID: bsK4AW9Sgg7oevYFKegYuzFKFj-SETeLSEA4FuGgW_w79UIDxPLN6_7HxRNnNKO?kyLwHI 5-10-11 7-5-6 9-3-10 12-3-0 1 15-2-13 17-0-101 18-7-5 24-6-0 5-10-11 1-6-11 1-10-4 2-11-6 2-11-13 1-9-13 1-6-11 5-10-11 8.00 12 3x6 i 2x4 II 5x112 11 4 3x4 12 15 16 1711 18 19 20 21 10 9 22 23 8 4-1-8 9-3-10 15-2-13 4-1-8 5-2-2 5-11-2 12x12 = 20-4-8 5-1-11 3x10 \\ 24-6-0 4-1-8 5x8 Scale = 1:54.2 Plate Offsets (X,Y)-- [9:0-6-0,0-7-121, [10:0-2-13,0-4-01, 1'11:0-6-0,0-6-121, 1'12:0-5-0,0-1-41 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.84 BC 0.43 WB 0.53 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) -0.15 9-11 >999 240 Vert(CT) -0.25 9-11 >999 180 Horz(CT) 0.03 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 692 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud *Except* 4-11,4-9: 2x4 HF No.2 REACTIONS. (Ib/size) 1=12022/0-5-8, 7=9442/0-5-8 Max Horz 1=-114(LC 23) Max Gray 1=13241(LC 2), 7=10314(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=-17864/0, 2-3=-14736/0, 3-4=-14620/0, 4-5=-14524/0, 5-6=-14637/0, 6-7=-16846/0 BOT CHORD 1-12=0/14859, 11-12=0/13453, 9-11=0/9207, 8-9=0/13042, 7-8=0/14007 WEBS 2-12=0/3089, 2-11=-1897/0, 4-11=0/8578, 4-9=0/8257, 6-9=-1416/0, 6-8=0/2130 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 4 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach BC w/ USP WS6 or Simpson SDS 1/4"x6" screws at 2 -rows at 2-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1961 Ib down at 0-6-12, 1956 Ib down at 2-6-12, 1956 Ib down at 4-6-12, 1956 Ib down at 6-6-12, 1956 Ib down at 8-6-12, 1956 Ib down at 10-6-12, 1967 Ib down at 12-6-12, 1967 Ib down at 14-6-12, 1967 Ib down at 16-6-12, and 1967 Ib down at 18-6-12, and 2101 Ib down at 20-3-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Continued on nape 2 November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply I L2 -2853-3L Plan K5360797 B1805809 B03 COMMON GIRDER 1 4 Job Reference (optional) Builders FirstSource (Arlington, WA), • Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:54 2018 Page 2 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-SETeLSEA4FuGgW_w79UIDxPLN6_7HxRNnNKO?kyLwHI LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-1754(F) 8=-1915(F) 13=-1749(F) 14=-1743(F) 15=-1743(F) 16=-1743(F) 17=-1743(F) 18=-1743(F) 20=-1754(F) 22=-1754(F) 23=-1754(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 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. 250 Klug Circle Corona, CA 92880 Job B1805809 Truss C01 Truss Type GABLE Qty Builders FirstSource (Arlington, WA), -1-1-6 I 1-1-6 Arlington, WA - 98223, Ply 1 L2 -2853-3L Plan Job Reference (optional) K5360798 8.230 s Oc 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:55 2018 Page 1 ID: bsK4A W9Sgq?oevYFKegyuzFKFj-xR 10YoForZ071gZ6hs?_I9yfi WOg0VoW014aXAyLwHk 7-0-0 14-0-0 15-1-6 7-0-0 7-0-0 1-1-6 I 454 = 4 Scale = 1:31.3 7-0-0 7-0-0 14-0-0 Plate Offsets (X,Y)-- (2:0-0-13,Edgel (6:0-0-13 Edge] 7-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.29 BC 0.16 WB 0.07 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) 0.02 7 n/r 120 Vert(CT) 0.03 7 n/r 120 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 47 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 14-0-0. (lb) - Max Horz 2=-77(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 9, 6, 10, 8 Max Gray All reactions 250 Ib or less at joint(s) 9 except 2=263(LC 17), 6=263(LC 18), 10=441(LC 1), 8=441(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-10=-337/81, 5-8=-337/81 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 9, 6, 10, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360799 B1805809 CO2 Scissor Truss 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), -1-1-6 1-1-6 Arlington, WA - 98223, 7-0-0 7-0-0 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:56 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-PdaOmSGQctS_vp8J Fa W DI M UiAwfl Iv4g Eh p73cyLwHj 14-0-0 15-1-6 7-0-0 1-1-6 4x6 = 7-0-0 7-0-0 1 14-0-0 7-0-0 Scale = 1:31.3 Plate Offsets (X,Y)-- f2:0-0-13,Edge] f4:0-0-13,Edge] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.82 BC 0.45 WB 0.26 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) -0.09 4-6 >999 240 Vert(CT) -0.19 4-6 >844 180 Horz(CT) 0.08 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 43 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=824/0-5-8, 4=669/0-5-8 Max Horz 2=-77(LC 23) Max Uplift 2=-30(LC 8), 4=-24(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1149/0, 3-4=-1144/0 BOT CHORD 2-6=0/890, 4-6=0/892 WEBS 3-6=0/691 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 6; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 38 Ib up at -0-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 2-6=-16, 4-6=-16 Concentrated Loads (Ib) Vert: 7=-141 November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360800 B1805809 D01 CALIFORNIA TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), • I -1-5-4 I 1-5-4 Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:57 2018 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-tp8mzUH3NAGrXzjVoH1 Sra1 upKuxUODpTLZgc2yLwHi 7-5-14 7(11-II5 10-0-0 12-0-11 12-6- 20-0-0 21-5-4 7-5-14 0-5-7 2-0-11 2-0-11 5- 7-5-14 1-5-4 5x8 3x4 = 5x8 Scale = 1:37.9 7-4-3 7-4-3 3x4 = 7-5-114 3x4 = 12-6-2 5-0-4 12-7(13 0-1-11 20-0-0 7-4-3 9 Plate Offsets (X Y)-- [2:0-2-8 0-1-81 [6:0-2-8 0-1-81 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TP12014 CSI. TC 0.76 BC 0.94 WB 0.14 Matrix -S DEFL. in (loc) 1/deft L/d Vert(LL) -0.09 6-8 >999 240 Vert(CT) -0.27 6-8 >858 180 Horz(CT) 0.08 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 2400E 2.0E *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, 3-5: 2x6 DF 2400F 2.0E except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=1650/0-5-8, 6=1657/0-5-8 Max Horz 2=-51(LC 6) Max Uplift 2=-112(LC 8), 6=-114(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2803/256, 3-4=-2430/247, 4-5=-2444/252, 5-6=-2819/260 BOT CHORD 2-9=-150/2458, 8-9=-170/2475, 6-8=-154/2444 WEBS 3-9=0/369, 5-8=0/350 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=112, 6=114. 7) Girder carries hip end with 8-0-0 right side setback, 8-0-1 left side setback, and 6-0-0 end setback. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 497 Ib down and 131 Ib up at 12-5-8, and 497 Ib down and 131 Ib up at 7-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-3=-70, 3-10=-70, 5-10=-132, 5-7=-70, 2-6=-30(F=-14) Concentrated Loads (Ib) Vert: 3=-420 5=-420 November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 Job 81805809 Truss D02 Truss Type Common Truss Qty 1Ply 1 Builders FirstSource (Arlington, WA), -1-5-4 1-5-4 Arlington, WA - 98223, 5-8-7 5-8-7 L2 -2853-3L Plan Job Reference (optional) K5360801 ; 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:57 2018 Page 1 ID:CZNM?mhg9cNyup71p07_MOzEfwj-tp8mzUH3NAGrXzjVoH1Sra1_YKw9UN_pTLZgc2yLwHi 10-0-0 14-3-10 20-0-0 21-5-4 4-3-10 4-3-10 5-8-7 1-5-4 4x4 = 4 Scale = 1:36.7 10-0-0 20-0-0 10-0-0 10-0-0 M LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.33 BC 0.79 WB 0.22 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) -0.21 2-8 >999 240 Vert(CT) -0.40 2-8 >593 180 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 71 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=957/0-5-8, 6=957/0-5-8 Max Horz 2=-68(LC 6) Max Uplift 2=-23(LC 8), 6=-23(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1380/18, 3-4=-1019/9, 4-5=-1019/9, 5-6=-1380/18 BOT CHORD 2-8=0/1150, 6-8=0/1150 WEBS 4-8=0/579, 5-8=-383/66, 3-8=-383/66 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 'Job B1805809 Truss ID03 Truss Type COMMON TRUSS Qty 1 Ply 1 L2 -2853-3L Plan Job Reference (optional) K5360802 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 5-8-7 5-8-7 10-0-0 6.00 12 2x4 - 4-3-10 4x4 = 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:58 2018 Page 1 ID: CZNM?mhg9cNyup71 p07_MOzEfwj-L0i9BgHh7UOi971hM?YhNna8hkG9Dg1 yi?IE8VyLwHh 14-3-101 20-0-0 21-5-4 4-3-10 5-8-7 1-5-4 2x4 Scale = 1:35.1 7 3x6 = 3x6 3x8 = 10-0-0 20-0-0 10-0-0 10-0-0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.43 BC 0.81 WB 0.23 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.22 1-7 >999 240 Vert(CT) -0.42 1-7 >555 180 Horz(CT) 0.04 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 69 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 1=835/0-5-8, 5=962/0-5-8 Max Horz 1=-67(LC 6) Max Uplift 5=-24(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1387/28, 2-3=-1033/13, 3-4=-1031/12, 4-5=-1391/22 BOT CHORD 1-7=0/1179, 5-7=0/1160 WEBS 3-7=0/595, 4-7=-383/66, 2-7=-406/76 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5. November 6,2018 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 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 ANSI/7PM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360803 B1805809 E02 Common Truss 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), • LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * • BCDL 8.0 nj 0 Arlington, WA - 98223, 1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:58 2018 Page 1 I D: bsK4AVV9Sgq?oevYFKegYuzFKFj-L0i9Bq Hh7UOi971 h M?YhNnaC7kR2DtEyi?I E8VyLwHh 3-3-0 5-5-8 3-3-0 2-2-8 4x4 = 3 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=325/0-5-8, 5=206/0-1-8 Max Horz 2=48(LC 7) Max Uplift 2=-28(LC 8) 3-3-0 3-3-0 5-5-8 2-2-8 I0D r7 O Scale = 1:19.0 CSI. TC 0.15 BC 0.11 WB 0.03 Matrix -S DEFL. in (loc) I/deft L/d Vert(LL) -0.01 6 >999 240 Vert(CT) -0.01 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% 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 5-5-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. November 6,2018 ® 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/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. 250 Klug Circle Corona, CA 92880 Job B1805809 Truss E04 Truss Type Common Truss Qty 1 Ply 1 L2-2853-3L Plan K5360804 Job Reference (optional) 0 Plate Offsets (X Y)-- f5:Edge,0-2-0] -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:14:59 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-pCGXOAIJ uo WZm Httwi4ww?6L37m5yKK6wf2ngxyLwHg 3-3-0 5-5-8 3-3-0 2-2-8 4x4 = 8.00 12 3x4H 111 7 3x4 3-3-0 3-3-0 6 8 5 2x4 I 5-5-8 2-2-8 3x6 II N 01 0 I2 ch O Scale = 1:19.0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.27 BC 0.19 WB 0.04 Matrix -S DEFL. in (loc) I/defl LJd Vert(LL) -0.01 2-6 >999 240 Vert(CT) -0.02 2-6 >999 180 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=368/0-5-8, 5=269/0-1-8 Max Horz 2=48(LC 24) Max Uplift 2=-33(LC 8) Max Gray 2=376(LC 17), 5=275(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-275/24 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 153 Ib down and 100 Ib up at 3-3-0 on top chord, and 17 Ib down at 2-0-12, and 17 Ib down at 3-3-0, and 19 Ib down at 4-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 Concentrated Loads (Ib) Vert: 3=-82(B) 6=-8(B) 7=-8(B) 8=-9(B) November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 Job Truss !Truss Type Qty Ply L2 -2853-3L Plan K5360805 81805809 F01 1Flat Girder 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:00 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-HOgvbWJxf5eQORS4UQb9SCfQCX2 Nhku F9JnLC NyLwHf 3-11-0 3-11-0 65 2x4 II 3-11-0 4 4x4 = 3-11-0 Scale = 1:40.6 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.69 BC 0.44 WB 0.21 Matrix -P DEFL. in (loc) l/defl L/d Vert(LL) -0.01 4-5 >999 240 Vert(CT) -0.02 4-5 >999 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud *Except* 2-4: 2x4 HF No.2 REACTIONS. (Ib/size) 5=648/0-4-0, 4=581/Mechanical Max Horz 5=-164(LC 6) Max Uplift 5=-200(LC 4), 4=-197(LC 5) Max Gray 5=717(LC 26), 4=653(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-471/209, 3-4=-323/39 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins: 1-3, except end verticals. 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=200, 4=197. 7) Girder carries tie-in span(s): 7-6-0 from 3-9-4 to 3-11-0; 7-6-0 from 0-0-0 to 3-11-0 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 483 Ib down and 27 Ib up at 1-11-4 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-136(F=-116), 2-3=-186(F=-116), 4-6=-16 Concentrated Loads (Ib) Vert: 7=-483(B) November 6,2018 ® 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 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360806 B1805809 HRB JACK -PARTIAL TRUSS 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1 Arlington, WA - 98223, -1-9-0 1-9-0 2 5.66 R2 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:00 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-HOgvb WJxf5eQORS4UQb9SCfXOX7Yhn7F9Jn LCNyLwHf 1-5-15I 2-8-13 2-9-3 1-5-15 1-2-14 0-0-6 5 3x4 provide support N 00 Scale = 1:12.7 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.23 BC 0.11 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) 0.01 5 >999 240 Vert(CT) -0.01 5 >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) 2=279/0-7-6, 3=56/Mechanical Max Horz 2=52(LC 8) Max Uplift 2=-44(LC 8), 3=-4(LC 5) 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 2-9-3 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; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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. 250 Klug Circle Corona, CA 92880 I Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360807 B1805809 HRD JACK 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), co a"I 0 Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:01 2018 Page 1 ID:CZNM?mhg9cNyup7 pO7_MOzEfwj-IaOHpsKZQPmH0b1G176O?QCabxTVQENPOzXulgyLwHe -2-2-0 I0-8-3 9-10-0 12-4-5 2-2-0 0-8-3 9-1-13 2-6-5 4 10831 0-8-3 9-10-0 12-4-5 9-1-13 2-6-5 Scale: 3/8"=1' Plate Offsets (X,Y)-- [2:0-2-6,Edgel LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.65 BC 0.00 WB 0.00 Matrix -P DEFL. in (loc) 1/deft L/d Vert(LL) -0.33 2-3 >366 240 Vert(CT) -0.47 2-3 >261 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 36 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 0-8-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-5-8. (Ib) - Max Horz 2=127(LC 8) Max Uplift All uplift 100 Ib or Tess at joint(s) 4, 2 except 3=-135(LC 8) Max Gray All reactions 250 Ib or less at joint(s) 4 except 2=545(LC 1), 2=545(LC 1), 3=576(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) * 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. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=lb) 3=135. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 Ib down and 10 Ib up at 2-4-10, 42 Ib down and 21 Ib up at 3-3-4, 44 Ib down and 31 Ib up at 4-10-10, 79 Ib down and 63 Ib up at 6-7-4, and 70 Ib down and 58 Ib up at 7-4-10, and 99 Ib down and 76 Ib up at 9-10-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (Ib) Vert: 3=-99(B) 8=-53(F) 9=-42(B) November 6,2018 ® 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 MiTekO connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 250 Klug Circle Corona, CA 92880 Job Truss IB1805809 IHRE Truss Type CORNER RAFTER Qty 2 Builders FirstSource (Arlington, WA), m Arlington, WA - 98223, -1-8-0 1-8-0 Ply 1 L2 -2853-3L Plan Job Reference (optional) K5360808 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:01 2018 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-IaOHpsKZQPmHOb1 G 1760?QChIxTVQENPOzXulgyLwHe 2-9-3I 4-6-6 2-9-3 1-9-3 Plate Offsets (X Y)-- [2:0-2-8,Edgej LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 4=140/Mechanical, 2=290/0-6-15 Max Horz 2=68(LC 8) Max Uplift 4=-25(LC 8), 2=-48(LC 8) CSI. TC 0.25 BC 0.00 WB 0.00 Matrix -P Scale = 1:16.7 DEFL. in (loc) l/defl Ud Vert(LL) -0.04 2-4 >999 240 Vert(CT) -0.06 2-4 >882 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 20% 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 2-9-3 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.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) * 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. 3) Refer to girder(s) for truss to truss connections. 4) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 28 Ib up at 2-9-8, and 38 Ib down and 21 Ib up at 2-9-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSItTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360809 61805809 HRY RAFTER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 0 Arlington, WA - 98223, -2-0-0 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:02 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-DnyfOBLBBju8ekcSbrddYdktbLpk9hdYddGRHGyLwHd 6-1-0 2-0-0 6-1-0 6-1-0 3x4 -1-10-5 1-3-4 1-10-5 1-3-4 1 6-1-0 4-9-12 0 Scale = 1:19.0 Plate Offsets (X Y)-- F2:0-2-8,Edoel LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 CSI. TC 0.18 BC 0.00 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.03 2-3 >999 240 Vert(CT) -0.05 2-3 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=194/0-1-8, 2=371/0-3-7 Max Horz 2=72(LC 8) Max Uplift 3=-28(LC 8), 2=-62(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 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=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) " 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. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. November 6,2018 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360810 B1805809 HRZ RAFTER 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, t � 2-0-0 r Q 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:02 2018 Page 1 I D: bsK4AVV9Sgq?oevYFKegYuzFKFj-DnyfOBLBBju8ekcSbrddYdkrmLpk9hdYddGRHGyLwHd 8-3-2 2-0-0 8-3-2 3x6 0313 3-5-6 8-3-2 0-3-13 3-1-9 4-9-12 Scale = 1:23.2 Plate Offsets (X Y)-- 12:0-2-8 Edge] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.00 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.12 2-3 >812 240 Vert(CT) -0.17 2-3 >580 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E REACTIONS. (Ib/size) 3=276/0-1-8, 2=442/0-3-7 Max Horz 2=90(LC 8) Max Uplift 3=-43(LC 8), 2=-66(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 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=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) * 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. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360811 B1805809 J01 Jack -Open Truss 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), L0 1 1-1-6 Arlington, WA - 98223, 1-5-3 1-1-6 1-5-3 3x4 \\ 6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:03 2018 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-izV2EXLpy00_FuBf9Y8s4rH3nI0ju8thrHO?piyLwHc 6-0-0 7 5 6-0-0 Scale = 1:13.7 Plate Offsets (X Y)-- [2:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip COL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 CSI. TC 0.09 BC 0.59 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-5 >839 240 Vert(CT) -0.15 2-5 >466 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 2=210/0-5-8, 5=47/Mechanical, 3=11/Mechanical Max Horz 2=42(LC 8) Max Uplift 2=-7(LC 8), 3=-6(LC 5) Max Gray 2=210(LC 1), 5=106(LC 3), 3=13(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-5-3 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-20, 2-5=-16 November 6,2018 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plar, K5360812 B1805809 J02 Jack -Open Truss 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 0i 1 -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:03 2018 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-izV2EXLpy00_FuBf9Y8s4rH3111 Ku8thrHO?piyLwHc 2-11-3 2-11-3 6-0-0 4 6-0-0 Scale = 1:15.7 Plate Offsets (X,Y)-- 12:0-1-11,0-2-3) LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Incr YES BCDL 8.0 Code IRC2015/TPI2014 CSI. TC 0.12 BC 0.55 WB 0.00 Matrix -P DEFL. in (loc) I/defl [Id Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 3=68/Mechanical, 2=256/0-5-8, 4=46/Mechanical Max Horz 2=62(LC 8) Max Uplift 3=-17(LC 8), 2=-4(LC 8) Max Gray 3=68(LC 1), 2=256(LC 1), 4=103(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-11-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360813 B1805809 J03 Jack -Open Truss 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-1-6 4-5-3 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:04 2018 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-A93QRtMSjK8rt2IrjFf5d2pB18NZdb7r4xIYM8yLwHb 1-1-6 4-5-3 6-0-0 6-0-0 Scale = 1:20.7 Plate Offsets (X Y)-- [2:0-1-11 0-2-3] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.27 BC 0.55 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=130/Mechanical, 2=300/0-5-8, 4=46/Mechanical Max Horz 2=83(LC 8) Max Uplift 3=-34(LC 8) Max Gray 3=130(LC 1), 2=300(LC 1), 4=103(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 4-5-3 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. November 6,2018 ® 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/1'1.11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job !Truss Truss Type Qty Ply L2 -2853-3L Plan K5360814 81805809 ;J04 Jack -Open Truss 2 1 I Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:04 2018 Page 1 ID:CZNM?mhg9cNyup71 pO7_MOzEfwj-A93QRtMSjK8rt2IrjFf5d2p6r8NZdb7r4xIYM8yLwHb 5-11-3 5-11-3 6-0-0 6-0-0 Scale = 1:25.5 Plate Offsets (X Y)-- 12:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.58 BC 0.55 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-4 >922 240 Vert(CT) -0.13 2-4 >512 180 Horz(CT) -0.00 3 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 Stud REACTIONS. (Ib/size) 3=186/Mechanical, 2=348/0-5-8, 4=46/Mechanical Max Horz 2=103(LC 8) Max Uplift 3=-49(LC 8) Max Gray 3=186(LC 1), 2=348(LC 1), 4=103(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 5-11-3 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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. 250 Klug Circle Corona, CA 92880 Job 61805809 Truss J05 Truss Type Jack -Open Qty 1 Ply 1 L2 -2853-3L Plan K5360815 Job Reference (optional) rlington, WA - 96123, -1-1-6 I 1-1-6 6-0-0 1-4-1 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:05 2018 Page 1 ID:CZNM?mhg9cNyup71 pO7_MOzEfwj-eMdofDN4UeHiVCK1 GzAK9GMHgYjoM2N_JbVSubyLwHa 6-0-0 7-4-1 --� 6=0-0 6-0-0 N d, 4 M ci N Scale = 1:30.3 Plate Offsets (X,Y)-- [2:0-1-11,0-2-31 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 * Rep Stress Incr YES BCDL 8.0 Code IRC2015/TPI2014 CSI. TC 0.63 BC 0.55 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-5 >922 240 Vert(CT) -0.13 2-5 >512 180 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=123(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 6,2018 ® WARNING - Verity 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 ANSITTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360816 B1805809 J06 JACK -OPEN GIRDER 1 1 I [Job Reference (optional) Builders FirstSource (Arlington, WA), r r -1-5-4 1-5-4 Arlington, WA - 98223, 2-7-13 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:05 2018 Page 1 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-eMdofDN4UeHiVCK1 GzAK9GMNHYiGM2N_JbV5ubyLwHa 7-6-0 4-10-3 2-7-13 2-7-1 2-7-1 2-7-113 0-d-12 6 7-6-0 7 4 4-10-3 Scale = 1:16.6 0 ci LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.22 BC 0.59 WB 0.00 Matrix -P DEFL. in (loc) I/defl Ud Vert(LL) -0.17 2-4 >496 240 Vert(CT) -0.31 2-4 >276 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=41/Mechanical, 2=298/0-5-8, 4=58/Mechanical Max Horz 2=48(LC 8) Max Uplift 3=-8(LC 5), 2=-14(LC 8) Max Gray 3=41(LC 1), 2=298(LC 1), 4=130(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 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=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 6 Ib down at 4-0-12, and 6 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 November 6,2018 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 budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job 81805809 Truss J07 Truss Type JACK -OPEN Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 0 -1-5-4 1-5-4 Qty 1 Ply L2 -2853-3L Plan Job Reference (optional) K5360817 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:06 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-6YBAsZOiFxPZ6 MvEgg iZiTvVDy3K5Vd8YFEfQ 1 yLwHZ 5-3-13 7-6-0 5-3-13 2-2-3 5 3-1 5-3-1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 CSI. TC 0.40 BC 0.53 WB 0.00 Matrix -P 4 5-".13 7-6-0 0-C-12 2-2-3 DEFL. in (loc) I/defl Lid Vert(LL) -0.17 2-4 >496 240 Vert(CT) -0.31 2-4 >276 180 Horz(CT) -0.00 3 n/a n/a Scale = 1:18.5 PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% REACTIONS. (Ib/size) 3=157/Mechanical, 2=370/0-5-8, 4=58/Mechanical Max Horz 2=76(LC 8) Max Uplift 3=-30(LC 8), 2=-11(LC 8) Max Gray 3=157(LC 1), 2=370(LC 1), 4=130(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 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=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 ® 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 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360818 B1805809 J08 MONOPITCH TRUSS 6 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 0 Arlington, WA - 98223, -1-5-4 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:06 2018 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-6YBAsZOiFxPZ6MvEggiZiTvXry6_5Vd8YFEfQ1 yLwHZ 5-0-0 1-5-4 5-0-0 5-0-0 5-0-0 Scale = 1:18.0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.36 WB 0.00 Matrix -P DEFL. in (loc) l/defl L/d Vert(LL) -0.03 2-5 >999 240 Vert(CT) -0.06 2-5 >913 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 2=333/0-5-8, 5=38/Mechanical, 3=142/0-1-8 Max Horz 2=73(LC 8) Max Uplift 2=-21(LC 8), 3=-28(LC 8) Max Gray 2=333(LC 1), 5=85(LC 3), 3=142(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 Job B1805809 Truss J09 Truss Type JACK -PARTIAL GIRDER Qty 1 Ply 1 L2 -2853-3L Plan Job Reference (optional) K5360819 Builders FirstSource (Arlington, WA), Arlington, WA - 98223, -1-5-4 1-5-4 N OJ 2 6.00 12 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:07 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-akIY3vOKOFXQkW UQOODoEh Rjn MQcgysHmv_CyTyLwHY 1-6-8 2-7-13 5-0-0 1-6-8 1-1-5 2-4-3 3 3x4 = 2-7-1 5 2-7-1 2- -)3 0-0-12 6 4 5-0-0 2-4-3 Scale = 1:12.1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.22 BC 0.40 WB 0.00 Matrix -P DEFL. in (loc) I/defl Lid Vert(LL) -0.03 2-4 >999 240 Vert(CT) -0.06 2-4 >907 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=41/Mechanical, 2=278/0-5-8, 4=38/Mechanical Max Horz 2=48(LC 8) Max Uplift 3=-8(LC 5), 2=-26(LC 8) Max Gray 3=41(LC 1), 2=278(LC 1), 4=86(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 5-0-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down at 2-0-12, and 7 Ib down at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 6=-1(B) November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360820 81805809 J10 Jack -Open Truss 5 1 Job Reference (optional) Builders FirstSource (Arlington, WA), • r Arlington, WA - 98223, n 0 1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:07 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-akIY3vOKOFXQkW UQOODoEhRImM W4gysH mv_CyTyLwHY 2-0-0 2-0-0 2-0-0 2-0-0 m co Scale = 1:12.6 Plate Offsets (X,Y)-- [2:0-1-11,0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.09 BC 0.05 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=44/Mechanical, 2=189/0-5-8, 4=16/Mechanical Max Horz 2=50(LC 8) Max Uplift 3=-9(LC 5), 2=-22(LC 8) Max Gray 3=44(LC 1), 2=189(LC 1), 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 ®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, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360821 B1805809 J11 Jack -Open 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), 1. • 0 Arlington, WA - 98223, 1 -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:08 2018 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-2xJxHFPynZfHMf3cy5k1 nu_w1 Ig3ZP6R?ZjmVwyLwHX 1-11-11 3-3-0 1-11-11 1-3-5 1-10-15 1-10-15 1-1.1111 3-3-0 0 -II -12 1-3-5 Scale = 1:12.4 Plate Offsets (X,Y)-- 12:0-1-11,0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.12 BC 0.13 WB 0.00 Matrix -P DEFL. in (loc) Udefl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=34/Mechanical, 2=214/0-5-8, 4=24/Mechanical Max Horz 2=49(LC 8) Max Uplift 3=-16(LC 5), 2=-23(LC 8) Max Gray 3=34(LC 1), 2=214(LC 1), 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-3-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 25 Ib down and 19 Ib up at 1-10-15 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. 7) 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 + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-16 Concentrated Loads (Ib) Vert: 3=-13(F) November 6,2018 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 ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 JobTruss Truss Type Qty Ply L2 -2853-3L Plan K5360822 B1805809 J12 Jack -Open 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, 1 -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:08 2018 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-2xJxHFPynZfHMf3cy5k1 nu_w1 Ig3ZP6R?ZjmVwyLwHX 3-1-15 3-3-0 3-1-15 0-111 3-1-15 3-1-15 3-f310 0-1-1 Scale = 1:16.5 Plate Offsets (X,Y)-- f2:0-1-11,0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.12 BC 0.13 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 2-4 >999 240 Vert(CT) -0.01 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=78/Mechanical, 2=240/0-5-8, 4=24/Mechanical Max Horz 2=65(LC 8) Max Uplift 3=-20(LC 8), 2=-16(LC 8) Max Gray 3=78(LC 1), 2=240(LC 1), 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-3-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 ® 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360823 B1805809 SO1 Jack -Open Truss 2 1 Job Reference (optional) UOCers t-IrstS9urce (Arlington, WA), M 0 1 rlington, WA - 98223, -1-5-4 1-5-4 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:09 2018 Page 1 ID:CZNM?mhg9cNyup71 pO7_MOzEfwj-W7tJUbQaYsn8zpeoVpFGK6X4M9CYIrMaEDTJ1 MyLwHW 2-0-0 I 2-8-5 2-0-0 0-8-5 3 2-0-0 2-0-0 0 of N ao Scale = 1:12.4 Plate Offsets (X,Y)-- (2:Edge,0-2-101 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.15 BC 0.05 WB 0.00 Matrix -P DEFL. in (loc) I/defl Lid 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=61/Mechanical, 2=240/0-5-8, 4=16/Mechanical Max Horz 2=49(LC 8) Max Uplift 3=-8(LC 5), 2=-34(LC 8) Max Gray 3=61(LC 1), 2=240(LC 1), 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPM Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360824 B1805809 SO2 Jack -Open Truss 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Ml0 Arlington, WA - 98223, -1-5-4 1-5-4 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:09 2018 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-W7tJUbQaYsn8zpeoVpFGK6X?N9CYIrMaEDTJ1 MyLwHW 2-0-0 5-4-5 2-0-0 3-4-5 2-0-0 2-0-0 d 0 Scale = 1:19.3 Plate Offsets (X Y)-- j2:Edge,0-2-10] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.47 BC 0.05 WB 0.00 Matrix -P 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: 11 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=169/Mechanical, 2=318/0-5-8, 4=16/Mechanical Max Horz 2=77(LC 8) Max Uplift 3=-32(LC 8), 2=-33(LC 8) Max Gray 3=169(LC 1), 2=318(LC 1), 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; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360825 B1805809 S03 JACK -OPEN 2 1 Job Reference (optional) Builders FirstS?urce (Arlington, WA), Arlington, WA - 98223, v 0 -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:10 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-_JRhixRCJAv?bzD?3Wm VsJ3GOZYn 1 IcjSsCsZoyLwHV 1-5-10 2-0-0 , 1-5-10 0-6-6 1-5-10 2-0-0 1-5-10 0-6-6 0 ci 0 Scale = 1:10.8 Plate Offsets (X Y)-- 12:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.09 BC 0.05 WB 0.00 Matrix -P 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: 6 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=180/0-5-8, 4=16/Mechanical, 3=16/Mechanical Max Horz 2=43(LC 8) Max Uplift 2=-26(LC 8), 3=-6(LC 5) Max Grav 2=180(LC 1), 4=35(LC 3), 3=17(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. November 6,2018 ® 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 MiTek8t 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. 250 Klug Circle Corona, CA 92880 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 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360826 B1805809 SO4 JACK -OPEN 2 1 Job Reference (optional) Builders FirstSpurce (Arlington, WA), Arlington, WA - 98223, 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:10 2018 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-_JRhixRCJAv?bzD?3 Wm VsJ3G pZYn 1 IcjSsCsZoyLwHV -1-1-6 2-0-0 I 2-11-10 1-1-6 2-0-0 0-11-10 2-0-0 2-0-0 0 9 a Scale: 3/4"=1' Plate Offsets (X Y)-- [2:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS1. TC 0.11 BC 0.05 WB 0.00 Matrix -P LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=84/Mechanical, 2=213/0-5-8, 4=16/Mechanical Max Horz 2=63(LC 8) Max Uplift 3=-20(LC 8), 2=-18(LC 8) Max Gray 3=84(LC 1), 2=213(LC 1), 4=35(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% 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.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 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 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. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360827 B1805809 S05 JACK -OPEN 1 1 Job Reference (optional) Builders FirstSource (Arlington, WA), e i Arlington, WA - 98223, -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:11 2018 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-TW_3vGSr4U 1 sD7oBd EHkPXcN8zuOm Isth WyQ5FyLwH U 2-0-0I 4-5-10 2-0-0 2-5-10 2-0-0 2-0-0 I9 N 9 N Y m Scale = 1:21.1 Plate Offsets (X,Y)-- [2:0-1-11,0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.32 BC 0.05 WB 0.00 Matrix -P DEFL. in (loc) l/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: 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 3=142/Mechanical, 2=260/0-5-8, 4=16/Mechanical Max Horz 2=83(LC 8) Max Uplift 3=-35(LC 8), 2=-15(LC 8) Max Gray 3=142(LC 1), 2=260(LC 1), 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. November 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M9-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2 -2853-3L Plan K5360828 B1805809 S06 JACK -OPEN 2 1 Job Reference (optional) Builders FirstSource (Arlington, WA), Arlington, WA - 98223, O 0 1 1 -1-1-6 1-1-6 8.230 s Oct 6 2018 MiTek Industries, Inc. Tue Nov 6 11:15:11 2018 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-TW_3vGSr4U1 sD7oBdEHkPXcRlzuOmIsthWyQ5FyLwHU 1-11-11 21-0 1-11-11 0-0-5 1-11-11 1-11-11 2-Q,-0 0-0-5 Scale = 1:12.5 Plate Offsets (X Y)-- f2:0-1-11 0-2-31 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.09 BC 0.05 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 240 Vert(CT) -0.00 2-4 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF Stud REACTIONS. (Ib/size) 2=188/0-5-8, 4=16/Mechanical, 3=42/Mechanical Max Horz 2=50(LC 8) Max Uplift 2=-22(LC 8), 3=-8(LC 5) Max Gray 2=188(LC 1), 4=35(LC 3), 3=42(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. November 6,2018 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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION 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 9 1 rY 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 1 bracing should be considered. 3. Never exceed the design loading shown and never materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, propertyowner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16 Do not cut or alter truss member or plate without prior approval of an engineer. 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 Dimensions are in ft-in-sixteenths. inkApply plates to both sides of truss and fully embed teeth. U -1fi r TOP CHORD ILIIIP4M111) p lY 1 Ustack d ■_ For 4 x 2 orientation, locateBOTTOM plates 0- lid' from outside edge of truss. This symbol indicates the C7-8 c6-7 C5-6 H 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 location x �/,� 1 connector plates. details available in MiTek 20/20 or upon request. SIZE The first dimension is the plate 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the Output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but •M■ reaction section indicates joint number where bearings occur.17. , ' l� t¢ - Ate' G . MiTek Engineering Reference Sheet: ----„,.-----.41 - - Or- MII-7473 rev. 10/03/2015 Min size shown is for crushing only. iii_ Industry Standards: ANSI/TP11: National Design Specification for Metald r - Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Connected O O 0 0 N LoO 0 0 1-03-00 0 0 co O O O 10 0 to 2-06-00 0 0 0 0 m (85) 2X4 VENTS (2) MUS26 nail with 6-10d into girder and 4-10d into carried truss (1) HGUS26-2 nail with 20-16d into B03 girder and 6-16 into carried truss (10) HGUS26 nail with 20-10d into B03 girder and 6-10d into carried truss Lo '0 i 0 E04' 0 o SO644) '. N 0 0 0 �i N 0 0 0 to 2x4 continous ridge - by others A03(6) 7/12 30-00-00 7/12 LEFT B03 �d-3---3- 6-06-00 5-06-00 CO B01 AO3F(4) Furnace 4 -ply B03 Requires Simpson LGT4 (by others)for bearing enhancement (10) HGUS26 8/12 24-06-00 J10(5)' S05' 1 8/12 SO4 SO3 10-06-00 CO 0 i.tl F01 4-00-08 (2)MUS26 O OC o I— LJJ Y N > � i.;1 W 1--. p ...} cr >,,, G 6/12 C01 0 rN— o• o 19-00-00 14-00-00 SO4 S03 ♦ 8/12 6-00-00 ,l 1 C/). rn:4 h Cr w GARAGE 10-00-00 J01 J02 IJ03 J04 J05 J04 J03 J02 J01 2-00-00 LIU Buliders Ai FirstSource l� BUILDER : Cary lang const. PRUJECT: /"" L2 -2853-3L Plan ADDRESS: Master - garage right 20815 67th Ave NE Arlington, WA 98223 Phone: 1-360-925-4155 'DATE : 2014 DRAWN BY : Jane Ferderer SCALE: °B': J1804640 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 FILE Geotechnical Engineering Report Residential Development 14211/14213/14217 34th Ave S Tukwila, Washington ---F-- : . P/N 5537200116 CC April 26, 2018 Revised November 8;2018 JAN :c13 City of Tukwila D VISION Cary Lan wConstruction Attention: ea Lang Y 29815 24th Ave SE Federal Way, Washington 98023 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1276 -T18 =eECEIVED CITY OF TUKWiLA DEC 0 5 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 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 5 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 8 4.4 Structural Fill 9 5.0 RECOMMENDED ADDITIONAL SERVICES 10 6.0 CLOSURE 11 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 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 -2 A -2...A-3 i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 April 26, 2018 Revised November 8, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report Residential Development 14211/14213/14217 34th Ave S Tukwila, Washington P/N 5537200116 MGI Project P1276 -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 development 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 an irregularly-shaped, 0.57 -acre, residential parcel situated in close proximity to the transition between the city limits of SeaTac and Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcel has previously been developed, with the central portions of the site being occupied by an existing single-family residence, originally constructed in 1902. Access to the site is gained through 34th Ave S, along an existing driveway towards the north end of the parcel. The remainder of the parcel is relegated as yard space. Past grading activities have evidently taken place onsite, with the west end of the parcel residing at a higher relative grade than that of adjacent residential sites immediately to the west. Improvement plans involve the clearing/stripping of the subject property, demolition of existing site features, and the redevelopment of the site for residential purposes. It is our understanding that a short -plat of the property is currently proposed, which would result in three developable lots. Page 1 of 11 ' Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 Corresponding addresses for the future lots are listed in the onset of the report and along the header. Roof -runoff from the proposed residences will be retained onsite if feasible. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on April 6, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP -1 and TP -2), advanced on April 6, 2018; 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 West of the existing residence South of the existing residence; towards the south end of the parcel 9 101/2 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and 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 Migizi Group, Inc. Page 2 of 11 ' Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 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-3. 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 an irregularly-shaped, 0.57 -acre, residential parcel. The subject property is located within a densely populated residential area between Military Rd S and Tukwila International Blvd; approximately one -mile northeast of the Seattle -Tacoma International Airport. The east side of the parcel is bound by 34th Ave S, with its remaining sides contacting developed residential sites. The subject property has previously been developed, with the central portion of the site being occupied by an existing residence originally constructed in 1902. The remainder of the property is relegated as yard space. Topographically, the footprint of the existing residence resides within the relative high spot of the parcel, with the remainder of the property descending away from this location. Upwards of 10 feet of elevation change is observed over the extent of the parcel, with localized grade changes being less than 10 percent. Vegetation onsite is sparse, with the majority of the parcel having been resurfaced with recycled concrete. 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, glacial till soils. Fill soils were generally encountered through a depth of ± 7 feet of both of our explorations, with the material ranging in composition between gravelly silty sand and fine sand with silt. Fill soils were generally encountered in medium dense condition. Glacial till soils were observed towards the lower reaches of both of our explorations, generally consisting of very dense gravelly silty sand. Tacoma, and the larger Puget Sound area in general, has been glaciated a number of times over the last 2.4 million years. The most recent of these glacial events, the Vashon Stade of the Fraser Glaciation, receded from this region approximately 13,500 years ago. The majority of near surface soils encountered within the Tacoma area are either directly associated with or have been physically altered by the Vashon glacial event. Glacial till is typically described as being a compact, coherent mixture of gravel, silt, clay and sand -sized clasts deposited along the base of glacial ice during a period of localized advancement. This material is generally encountered in a compact relative consistency given the fact that it was overridden by the ice mass shortly after deposition and is commonly underlain by advance outwash soils. Migizi Group, Inc. Page 3 of 11 ' Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 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 Qvt, or Vashon-aged glacial till. 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 encountered moderate groundwater seepage at a depth of 10 feet in test pit exploration TP -2, which was performed towards the south end of the parcel. This depth corresponds with the contact with native, glacial till soils. Given the topographic location of the project area, we do not believe that this is indicative of actual groundwater elevations, but rather indicative of seasonally perched groundwater, trapped atop the relatively impervious glacial till soils. 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 As indicated in the Soil Conditions section of this report, the site is underlain by upwards of 7' feet of imported fill material, transitioning to relatively impermeable glacial till soils with depth. As such, we do not interpret full or limited infiltration as being feasible for this project. Roof -runoff water from the proposed residences should be managed through dispersion, diverted to an existing system along 34th Ave S, or managed through another appropriate method. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss = 1.494 g SMS = 1.494 g SDS = 0.996 g Si = 0.560 g SMI = 0.839 g SD] = 0.560 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.00 g and Sa at a period of 1.0 seconds is 0.56 g. Migizi Group, Inc. Page 4 of 11 ' Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 3_6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject property, demolition of existing site features, and the redevelopment of the site for residential purposes. It is our understanding that a short -plat of the property is currently proposed, which would result in three developable lots. Roof -runoff from the proposed residences will be retained onsite if feasible. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser fill or 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 fill or 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 m 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 Migizi Group, Inc. Page 5 of 11 ' Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. 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 there is a minimal organic horizon across the project site, and we do not anticipate that significant stripping will be necessary. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and densely consolidated glacial till soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations encountered moderate seepage in the vicinity of test pit exploration TP -2, at a depth of 10 feet, along the contact with glacial till soils. We anticipate that this is indicative of seasonally perched groundwater and not representative of actual groundwater elevations. We do not expect groundwater to be encountered in project excavations, however, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11 H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residences 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. Migizi Group, Inc. Page 6 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand and fine sand with silt, extending upwards of 71 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. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21 H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4_2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Bearing Subgrades: Footings should bear on medium dense or denser fill or 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. Migizi Group, Inc. Page 7 of 11 ' Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 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. 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 fill or 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. Migizi Group, Inc. Page 8 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 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 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. 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 Minimum Compaction 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel Migizi Group, Inc. Page 9 of 11 ' Cary Lang Construction -14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 Geotechnical Engineering Report P1276 -T18 before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 10 of 11 Cary Lang Construction —14211/14213/14217 34th Ave S, Tukwila, WA April 26, 2018 / Revised November 8, 2018 P1276 -T18 Geotechnical Engineering Report 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. ,P.YJGrA., Zac L. Logan Staf Geologist Migizi Group, Inc. Page 11 of 11 James E. Brigham, P.E. Principal Engineer VAIVAtriegifrp,e6MIVrf ,:ir,,e,c3ktpr3A*NVgt, uJ SHEET TITLE: Si cr) APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 CL rri 0 z Z 0 z z z z 0 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE GW :'''.'! !:I' iv** WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF OR NO FINES GP o'v' o:°< ),;3.:•D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN N0.4 SIEVE GRAVELS WITH GM , o iko SILTY MIXTURES GRAVELS, POORLY GRADED GRAVEL -SAND -SILT OVER 15% FINES' GC 40 %MIXTURES CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY 4 SANDS CLEAN SANDS WITH LITTLE SW 'Y.% WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP :: POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM ''' _'' SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL = — - ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH 4 INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS GHtiORGANIC ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, SILTS HIGHLY ORGANIC SOILS Pt J , ,, PEAT AND OTHER HIGHLY ORGANIC SOILS A, Modified Califomia RV R -Value 0 Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 11 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 E Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lanq Construction PROJECT NAME 14211/14213/14217 34th Ave S Tukwila Geotech PROJECT NUMBER P1276 -T18 PROJECT LOCATION 14211/14213/14217 34th Ave S, Tukwila, WA DATE STARTED 4/6/18 COMPLETED 4/6/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH b (ft) SAMPLE TYPE NUMBER (.? 6 GRAPHIC LOG MATERIAL DESCRIPTION - _ _ 2.5 GB S-1 GP- GM 0 Jo 3 .11t<1.5 J (GP -GM) Gray crushed concrete with silt and sand (medium dense, moist).(Recycled Concrete) SM Oi Oi0 w. QQ�Qj $$ x.�. .ii. ZOOS .S$. ♦♦ ••• (SM) Gray/brown silty sand with gravel (dense, moist) (Fill) 3.5 - - - _ 5.0 (SM) Dark brown fine silty sand with some organic material (medium dense, moist) (Fill) 4.0 SM (SP -SM) Light brown fine sand with silt and some gravel (medium dense, moist) (Fill) 7.5 SP- SM - _ 7.5 SM (SM) Gray silty sand with gravel (very dense, moist) (Glacial Till) 9.0 - - 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 9.0 feet. i 1 0 C 0 0 J L 0 0 J L C u 5 0 L L D • g} i� Migizi Group, Inc. TEST PIT NUMBER TP -2 TBox PAGE 1 OF 1 Tacoma, WA WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 14211/14213/14217 34th Ave S Tukwila Geotech PROJECT NUMBER P1276 -T18 PROJECT LOCATION 14211/14213/14217 34th Ave S, Tukwila, WA DATE STARTED 4/6/18 COMPLETED 4/6/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION 10.00 ft Moderate seepage LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER vi 0 ui GRAPHIC LOG MATERIAL DESCRIPTION - - _ - - 2.5 GP - GM 0 ) �1�C (GP -GM) Gray crushed concrete with silt and sand (medium dense, moist) (Recycled Concrete) 0.8 SM •• W, w. ii Q.�.• 11 •• (SM) Gray/brown silty sand with gravel (medium dense, moist) (Fill) 4.5 - 5.0 (SM) Dark gray silty sand with gravel, roots, and some organic material (medium dense, moist) (Fill) 7.0 SM - - - - - 7.5 ", `' 0 i, 0 Fibrous peat (soft, wet) 10.0 v _ - - 10.0 SM (SM) Blue/gray silty sand with gravel (dense, moist) (Glacial Till) 10.5 No caving observed Moderate groundwater seepage observed at 10 feet 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 10.5 feet. 3 z 0 0 iN 0 z 0 0 122°20.000' W 122°19.000' W TOPO! mappnnted'0114/26118 from°Untiooitpo" 122010.000' W 122917.000' W 122°16.000' W 122°15.000' W WGS84122°14.000`. W trio 122°20:000' W 122°19:000' W 122°18;000'W 122°17000':W 0.: ,may_ �}-. :--HMIRS i*catte4.5.6100100)3ir naiGe i;uc(xa „ ..,:,.11 Location 14211/14213/14217 34th Ave S Tukwila, WA P/N 5537200116 p) 122°16:000' W Job Number 122°15.000'W WGS84122°14.00011 P1276 -T18 Figure 1 z 0 0 D N N, z 0 0 0 n t. P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 11/08/18 STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Pian L2-2802-3 October 31, 2018 Job No. : 11-076 Location: 14217 - 34th Avenue South Tukwila, Washington Copyright 2018, SEGA Engineers r 1° C Ca city of Tukwila RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 1) 18- Q3 82_ STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, Project L2-2802 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph (Vuit) KZt 1.00 Exposure B Seismic Design Category D SDs 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date:' 10/21/11 Sht• 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL FLOOR Snow, Pf Reduction, Cs 6/12 pitch = 27 deg 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) Total Roof Load 39.2 psf DL Flooring 0.5 psf 3/4' Plywood 2.3 2x12@16"oc 3.3 5/8' GWB 2.8 Misc. 1.5 10.4 psf LL DECKS Residential Total Floor Load 40 psf 50.4 psf DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 60 LL Residential -49-psf Total Deck Load —48 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 2011, SEGA Engineers 9.5 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 114- e_ �► s z �.2 w= (.,54,�L 4- = 1)19S (1,z''nL8')t _ 9,(.0r'Pr ( 6 tiony elyr PROJECT LZr Zs�z— 3 GL JOB NO. 11-67 c CHECKED BY FIGURED BY,r-. DATEp//d �,7SHEETZ OF P-Vr w" (,bz,) (5c7 15,1) t lOv P-'' = 60d P= if,r6<4. (Co,0)(211A) -OA) (o-svAn )= a/, u l ‘/ 7' � ( A r ` rim +e coot 11 ,d k )b C.f2u )-1 ) J`. C z.)(S-Opsf) foo?fit (53 t 4s7'1r) r_ _( 4)1 4.pii C4,): _ S-6Ofi WZ ` 1!t { s?p1P) 1.-100'cr t _.Z cjg- -�34r1-)(1,tit)-( ,�')(hS'`/`re-f, = /7,4/`I 4, Z,` 9Go ') I L &ia 31/1•ir vL \177-11 (.401Z Copyright ` �P� Copyright 2013, SEGA Engineers s�/zY�Z G -L' � �/crII'J4 1. ✓'- 3• (o,S' :. -7,viL 51/7,10.1 61 i 1 L SEGA Engineers / PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BYDAT1 /%41 r SHEET OF JOB NO. L.Z.M - z BO?, I I -07 c - FIGURED BY / ,L Brn KiTTNF-70. //JooK //'' k\ r, 1 7 T ' Si Z K - (1.P) —(9 7')(./(7_!) : Zi•b vi ` 0,4S( /°,1Vi(Ilo')Z ' 1) L33 x0o?14,x,1- /1/ Zy o Goy P w1 1///7//// I3' /7J 1/ w1= C )(50?ir) t« (4, )(' AP) - s6 0 �,�z 1 E = Cry)(4:»»")CZ'tL31- C (0,3K)f (°'(.04 r/P-)(< -3 Pfr J; -I& �t r4St v,4►3(0-d4t1 011)1- 7,v 4-64-0 /fit OPT) a (tet(«V ( 4 -STIP) C �� _ 9Y2)3o°' V- 9,1 /),1S s 40 4._ 6/3 ee9 ) L%-S'� = l0 /LF 95 cee- nk� Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 JOB NO. FIGURED BY �-A+1- CHECKED BY DATE l/�1/4 SHEET 4. OF r=- (ot; LC S,S ci}' zeS o t. 4/;IL cvl S Go vote') e') grtinty 2"•-• (.x.sop) too Jf r (S �L . _ )/-00 - -14;;( htNe/Flr- 0, d (G11)3' 7b 17s� S U'h L"- --)PL K r 4' 3' 4 1'` g ,3 ;q7; W1)(4,-LKilt 6,4 J ` �1 �'l� Ih = -r,:TZ ( g.'J`\( 7I)L = 7.-13 )(1031eiNz Copyright 2013, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS W R • where, F = 1.1 Two -Story Building SDS =1.00 Ss = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof Wfloor = Eq. 12.14-11 (Table 11.4-1, SS > 1.25) (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips (30ft) (58ft) (14psf)+ (2) (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips W total = 71 kips Design Base Shear , V = ( .169) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 WIND Design Wind Pressure, ps = Kn Psso Eq. 28.6-1, Sect. 28.6.3 where, X= 1.00 = 1.00 = 1.00 = 1.00 = 1.05 Kn= 1.00 P30 = 17.7 psf 0-15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Section 26.8 110 mph Figure 28.6-1 (ASD) Po - 15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pao = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pas = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfib= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1 ft) (18.6psf) =13.8x0.6=8.3kips Vis= (60ft) (10ft) (17.7psf) + (58ft) (5ft) (17.7psf) + (54 ft) (5ft) (17.7 psf) + (20 ft) (5ft) (17.7 psf) =22.3 x 0.6 = 13.4 kips Therefore, Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. • LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) Froot= (32.9) (8.6k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6) (8.6 k) = 4.7 kip 8.6 kip W ( 71.4 ) Fx = Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers LZM- ze�z JOB NO. l l_ v 7 Le 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY S� � )s,(.4„) Sal \ 4t,L 0 /:-• /'+7.4'r=%7 o 4/3_2.5, = S- q� pi s.. 7 ' r 4)3S-01444, CV L. Z(0.j1 tZ 4".0 _ 5)Fr 4900 Z ' ' 39'r�t �I (1r3 FIGURED BY CA 4r DATE %.4411/ SHEET '7OF 4-) 3 SO/70, = /0 et / Copyright 2011, SEGA Engineers 4 A ci va ier p(, 5' \ 4-,5.. n7 til'ti'Ll- Z-1.0 • 34" 1,s7110 Coe 4-,5.. n7 til'ti'Ll- Z-1.0 • 34" 1,s7110 Coe SEGA Engineers PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 Lam- zgoZ- JOB NO. / 1 —(9 -]to FIGURED BY (3,4-r- (360) 886-1017 • Fax (360) 886-1016 CHECKED BY u (0, A/ ent - 51/041114 4)4'5 ).-0 -0i eP) dig' ° ZH,f_r,17- ry'`'e li3b4 g :; Z; ( )(id)(,a,4)'T)�;;fzz11 k /01*!.I !7 _1 = ,S; Z1,4"/ DATE //2-41// SHEET Qj OF _ e kiZ Ji,4-t.114- (E L r .' A ' ) " 3, oc* 0. S 6 a' 1' gam" vz = (54{'(.nlro, o1fr,'� (s') c)?P)1 3,771(404' .4 D (oi,fe -51,166P2- 11111, GL 4 1- (lfl.K V, 1 T') }(/0,4telk)} 5-1)(-c(N/A),1n l59(io,k`n- 3,017' C -r 0 h 7' Copyright 2011, SEGA Engineers cao PI -P- 9, SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. LZNj - 7 PvO7_ 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (36Q) 886-1016 CHECKED BY S>�► �)t \IJ4 L Gni ,J7 ) 27th i -(4,9t7 --.c) 09 (104 417.-- _ 401 9e." FIGURED BY /4.2-- DATE � DATE Ii SHEETOI OF (i,391 /k-= 4tc, p _� Std /,S 3� 3 ft1 Copyright 2011, SEGA Engineers ' L Z3tapk1 9S' Zcs�2 711u /4gr SEGA Engineers/ /Structural & Civil Consulting Engineers PROJECT L2-2802-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (360) 886-1017 • FAX 886-1016 II -016 FIGURED BY GAT CHECKED BY DATE 01 /00/14 SHEET 10 of 10 SHEAR WALL KEY PLAN SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1- 1/2" OSB or 8d @ 6" O.C. 5/8" @ 60" o.c. QaII = 230 plf CDX E> 1/2' OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. QaII = 350 plf CDX C> 1/2' OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf ►� CDX Use minimum 3x studs at abutting panel edges and stagger nails. I� See Detail 12/S2.0 for Construction Notes: 1) All walls designated " b " are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2802 This project will use the requirements of the Prescriptive Path be ow and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceilingk 49j 0.026 Wood Frame Wall9'`n" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor• 30g 0.029 Below Grade Wall``" 10/15/21 int + TB 0.042 Slabs R -Value & Depth 10, 2 ft n/a `Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date CODE CO,`FiPLIANCE APr'OLZO JAN 11 2019 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units servingt2ceN2 s shall require 2.5 credits. CITY OF TU K W ILA. E 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Credit(s) la Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 1.0 1 c Efficient Building Envelope 1 c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions DEC 0 5 2018 PERMIT CENTER 0 *1200 kwh 1)16- 0382. 0.5 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 less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f 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 L2B-2802-2 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 Ref. U -factor ENTRY DOOR 3 0.20 POWDER 8" 0.28 DINING ROOM 26.88 0.28 GREAT ROOM 1 0.28 NOOK 6 0.28 NOOK 12 0.28 KITCHEN 5.60 0.28 STUDY 20.0 0.28 BEDROOM 4 1 0.28 BEDROOM 4 5 0.28 STAIRS 3 0.28 BEDROOM 2 8 0.28 MASTER BEDROOM 0.00 0.28 MASTER BATH 1 0.28 BEDROOM 3 2 0.28 PLAYROOM 5 0.28 PLAYROOM 0.00 0.28 GARAGE/DWELLING DOOR 0.0 0.20 0.0 1 5 0.00 4 0.00 1 8 0.0 4 0.0 1 5 4 1 5 4 1 2 4 1 5 4 6 1 2 8 6 8 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch 1 3 0.0 6 8" 1 2 26.88 5 13.44 1 6 13.5 6 25.0 1 12 2.80 8 5.60 1 6 20.0 8 32.0 1 5 5.60 5 5.60 1 3 22.5 4 8 1 5 0.00 5 0.00 1 5 0.0 2 0.0 1 5 0.00 4 0.00 1 5 0.0 6 0.0 1 5 0.00 4 0.00 1 8 0.0 4 0.0 1 5 4 1 5 4 1 2 4 1 5 4 6 1 2 8 6 8 Area UA 0.0 0.00 0.0 0.00 Area UA 20.0 4.00 10.0 2.80 36.0 10.08 96.0 26.88 48.0 13.44 25.0 7.00 13.5 3.78 25.0 7.00 10.0 2.80 20.0 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 8.0 2.24 22.5 6.30 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 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 0.00 473.8 129.64 Area 0.27 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 0.00 473.8 129.64 Sirhple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact Information L2B-2802-2 Heating System Type: OO All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions f . Tukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions Above Grade Walls (see Figure 1) Instructions . • • ............ Floors Instructions Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions ..•.., Slab on Grade (see Figure 1) Instructions 1=�1 Location of Ducts Instructions Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,802 8.5 Conditioned Volume 23,817 U -Factor X Area 0.30 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 474 Area Area 1,671 = UA 142.20 = UA = UA 43.45 Area UA Area 2,471 Area 1,671 UA 138.38 UA 41.78 Area UA F -Factor XLe� UA No selection F -Factor X Length UA No selection Duct Leakage Coefficient 1.10 Sum of UA 365.80 46 Envelope Heat Load 16,827 Btu / Hour Sum of UA X AT Air Leakage Heat Load 11,832 Btu / Hour VolumeX 0.6X AT X.018 Building Design Heat Load 28,659 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 31,525 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 44,135 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump BACKFLOW PREVENTION ASSEMBLY TEST REPORT FILE # SCHEDULE CODE AUTHORIZED TESTER Water Purveyor: Tukwila Water Department FACILITY NAME New home, built IJy. Cary Lang Construction Inc Commercial ❑ Residential SERVICE ADDRESS 14217 34th Ave S CITY Tukwila ZIP 96168 CONTACT NAME Jen Lang PHONE (253) 740-3332 FAX ( ) ASSEMBLY LOCATION Garage - Back wall center HAZARD TYPE FIRE SUPPRESSION -LOW DCVA J RPBA❑ PVBA ® AG ❑ OTHER NEW INSTALL 0 EXISTING ❑ REPLACEMENT❑OLD SER. # PROPER INSTALLATION? YES [ NO❑ MAKE OF ASSEMBLY AMES MODEL 2000B SERIAL NO. 42307 SIZE 1 1/2 INITIAL TEST PASSED a. FAILED ❑ CHECK DCVA/RPBA CHECK DCVA / RPBA OPENED #1 CHECK ATR RPBA PVBA/SVBA VALVE NO.1 VALVE NO.2 AT GAP OK? PSID AIR INLET OPENED AT PSID LEAKED ❑ -nDID PSID LEAKED ■ • l PSID PSID NOT OPEN El NEW PARTS AND REPAIRS CLEAN �LJJ ❑ ❑illi REPLACE PART ❑ CLEAN REPLACE PART CLEAN ❑ ❑ REPLACE ElHELD ■ PART CHECK VALVE AT PSID I❑ ❑ El ❑ LEAKED ■ II CLEANED ❑ ElE10 REPAIRED ■ TEST AFTER REPAIRS PASSED 0 FAILED 0 LEAKED ❑ PSID LEAKED ❑ PSID OPENED #I CHECK AT PSID AIR INLET PSID PSID CHK VALVE PSID AIR GAP INSPECTION: Supply Pipe Diameter " Separation " Pass Fail❑ REMARKS: &ALA II fit Lock piuu$' 1-41- ©•C valve 2 LINE PRESSURE95PSI © E‘ AS UN3; � � %und • Le+ Cu d ; k,ioc7 ;t1"e SbS iS AC". CONFINED SPACE? TESTER SIGNATURE: Y L-% CERT. NO. B6620 DATE 1— / b —19 TESTER NAME PRINTED: Matt Bucknam, Backflow VIP TESTER PHONE # ( 253) 987-9777 REPAIRED BY: FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 7/17/18 MAKE/MODEL Mid -West 845 GAUGE # 07170759 DATE 1 certify that this report is accurate, and 1 have used WAC 246-290-490 approved test methods and test equipment On Site Storm Maintenance Agreement For King County Parcel: #5537200114 Address: 14217 34th Ave S Tukwila, WA 98168 Owner of 14217 346 Ave S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 8/5/19. Subsequent owners shall incur responsibility. Signed: (ifr Cary Lang, Owner State of WA County of I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: D lO 4 (l 9 ‘N\‘\\\\\11111 '6(iii-Y(-C' •Y. ,,....,,,m,,,�, F Name: /1(i' •`���ARxiOip''�,� /i� Notory Public in and for the State of cei;4 S 0 2 �N : Residing at: 7 ilc‘ , o " ' = z ,-.1- „ My appointment expires: 0 $�a�j /a �. Aua'— s O = ►► is' F •$— /11O111\‘‘‘\‘••• 1 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0381 / D18-0382 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 34th Ave. South and adjacent to 14211 & 14217 34th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way; including driveway access, traffic control, pavement cut & pavement restoration, water service, storm drainage, undergrounding of power, 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 5 day of "411-'4' , 2018:'1 STATE OF WASHINGTON) )ss. County of King ) Authorized Signature / Grantor I certify that I know or have satisfactory evidence that �ark-t cr► _ u_ . 1 is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the rreS ). //etc " of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 0 3 to 5 �t a,4 {4-i ()GOPA-C Notaty'Pliblic in and for the State of Washington residing at 14-0 1CA. My appointment expires £5/9-c, /�� J DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: C day of }'ha rL Cti ,201e61 Henry Hash Public Works Director STATE OF WASHINGTON) )S S. COUNTY OF KING ) On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. Name: Aauri NOTARY PUBLIC, in and for the State of Washington, residing at ((i x7 C.( My commission expires: (Id9/� C.1.) City of Tukwila Department of Community Development December 28, 2018 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D18-0382 LOT #3 BURN HOUSE - 12417 34 AVE 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: PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • Building appears to exceed maximum height of 30' for Low Density Residential (LDR) district, per TMC 18.10.060. Building heights for structures with pitched roofs are measured from the Average Finished Grade to the Mid Point of Pitch of roof. Building height not to exceed 30'. Resubmit plans to show building height using above calculations and revise building height if necessary. 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, Jazzel Salzar Permit Technician File No. D18-0382 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD cc::v PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0382 PROJECT NAME: LOT #3 BURN HOUSE SITE ADDRESS: 14217 34 AVE S Original Plan Submittal X Response to Correction Letter # ' 11 DATE: 01/03/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural n 1\01101 Planning Division Permit Coordinator ■ PRELIMINARY REVIEW: Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: 01/08/19 Structural Review Required DATE: n APPROVALS OR CORRECTIONS: DUE DATE: 02/05/19 Approved Approved with Conditions U Corrections Required (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERM1T COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0382 DATE: 12/5/18 PROJECT NAME: LOT #3 BURN HOUSE SITE ADDRESS: 12417 34 AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: C 9-40-{S Building Division Svc I1/L1—I8 Public Works Structural ❑ Permit Coordinator RW fic It�l3-PI Fire Prevention Mout, 1, Cilia. 1)--lik6 Planning Division PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/06/18 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required n Denied (ie: Zoning Issues) Approved with Conditions (corrections entered in Reviews) DUE DATE: 1/03/19 n n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only )Q CORRECTION LETTER MAILED: )`✓� L V . �( \ Departments issued corrections: Bldg ❑ Fire ❑ PIng11X1 PW 1:1 Staff Initials: ` c 12/18/2013 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 Check/Permit Number: V ' efS-S2- ❑ Response to Incomplete Letter # IX- 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: f0 -4 -VC? -3 try- E 5 Contact Person: C— C_4k-) Phone Number: 206 `f25 50S S Summary of Revision: c l Arke2-Ct -[ ' c-V-C.D . ,v 5 p RECEIVED arrOFTUKWELA— JAN 0 3 2019 CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: a ---Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Form.doc Revised: August 2015 EVE, 11,11<w 0 5 2C'i Cts.. , .- IA, ,, try at, ,fi_ •1,LY4:1-"I lr✓ a..5148th Suite 100 Seattle, WA 98168 —�al��y rV`1 lel Phone: (206) 242-3236 i; Il , ,S q Fax: (206) 242-7527 Rcpt. No. ..'3 t j I CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 O Certificate of Sewer Availability OR 0 Certificate of Sewer Non-Availability Part A: ( To Be Completed By Applicant ) Purpose of Certificate: El Building Permit 1 Preliminary Plat or PUD • Short Division ■ Rezone • Other Proposed Use: • Commercial p Residential Single Family • Residential Multi-Family • Other Applicant's Name Cary Lang Phone Number Property Address 14213 34th Ave 5 /11,12 ii/ f la f 7- Tax Lot Number 5537200116 Legal Description (Attach Map and legal Description if Necessary ); '3 y1_ MILLERS HOMETRS UNREC BEG AT NXN OF W MGN FRAEGER CO RD WITH A LN 115 FT N OF & PEW S LN BLK4TH W ALG SD LN 163 FTTH N 136.6 FTTH N 50-34-16 E TO W LN FRAEGER CO RD TH SLY ALG 5D MGN TO POB TGW POR LOT 6 Part B: (To be Completed by Sewer Agency) 1 © a. A Sewer Service will be provided by side sewer connection only to an existing 6 size sewer 0 feet from the site and the sewer system has the capacity to serve the proposed use. b. Sewer service will require an improvement to the sewer system of: OR • • (1) feet of sewer trunk or lateral to reach the site; and/or 11 I • (2) The construction of a collection system on the site and/or f OT2. i- p (3) Other (describe) Rehab of ex. stub may be needed. If depths aren't there, new stub may be installed. 2. Must be completed if 1. b above is checked 0a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3' a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval will be necessary to provide service. 4. Service a. District b. Easements: c. 1 hereby from the `Cr OF is subject to the following; Permit $ 100 Connection Charges due prior to connection: GFC: $ 4,033 SFC: $ Unit: $ Total $ 4,1.33 (Subject to Change on January 1st) R Either a Kq Countv/METRO apaaty C are, SWSSD or Midway Sewer District ConnectionC fl' Y Charge may be due upon connection to sewers. DEC p Required 1 May be Required Other 714 Charges are per lot. Existing home receives GFC credit. Metro credit may be spread to all 3 lots. P ERIVI11 certify that the above sewer agency information is true. This certification shall be valid for one year date o 'gnature. By Title General Manager Date 4/4/2018 EVE, 11,11<w 0 5 2C'i Cts.. , .- ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that l have received the Certificate of SewerAvailaability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date Depa ent of Community Development 6300 Senter Boulevard, Suite # 100 TukwtlaNr„ashington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant Iocation and size of main): jai 3y nv2. S 1714 i SS 3 -- O 11 (o P/2-, I / 1/2 -/- Owner Information Agent/Contact Person Name: `'�tZ ✓ ri, ;Name: Address: �� 8 / �- ZK// t! fit„144,4, / Address: C. Phone: 0,06-q2 3--S Op 5- Phone: }Tf: ..his certificate is for the purposes o to Residential Building Permit I❑ Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): 3 e ry le %'3— /2e51. Short Subdivision Other Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): WATER DISTi tICT 125 /41., Owner/Agent Signature Date y//6/r8 Part B: To be completed by watei utility district 1. The proposed project is within 2. No improvements required. (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: NSA (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be_provided and will be available at the site with a flow of residual for a duration of 2 hours at a velocity of 1 L . fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. 8v`> gpm at 20 psi RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER I hereby certify that the above information is true and correct. Itcpt-ccu-vi—YszrEct AJ -LAY Agency/Phone By 20(0 2,14 D10- 630E Date E5 (:- -2.6-19) • • ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the Districts service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party benefldary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the Districts guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other govemmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the Districts sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that/ have received the Certificate of Sewer Availability/Non Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature r Date 41.0f1 )-.tome Espanol Contact Safety & Health Claims & Insurance Washington State Department of Labor & industries [Search L&I A. ZIndex Help My L&I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation Governing persons CARY M LANG JENNIFER ANN LANG; 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— 09/26/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 79645,1C $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. BIS00028853-02 Received by L&I Effective date 08/09/2018 09/10/2018 Expiration date 09/10/2019 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings Help us improve a J Layout Name: 14213 34TH AVE S (LANG CONSTRUCTION)\CADD\Drawings\LOT 3\R18250-PS—C1.dwg L: \Working\R18250 c 0 0 C 0 Dec 01, 2018 — 5:08pm COR. 0.6'N & )F PROP. COR. 2" REBAR W/ 604", 0.1'N & F PROP.; CORS / I / O I r \ \; / / \ 28"DECI 11 11 1 WF2.1'NW OFre 1 1 11 1 11 z/ z/ / / / / / / / / / / / / / / / / / /. / / / / / / / N87°35'33"W 163.30' / / / / / / / \ O) • so G' ' VEL 3' 0 \ 11l 1 I 11 1 RIM --4q9. 6 7 1E= 49\5`.07 12 "CONC.. (NW) I E= 495'\7 12 "STEEL (SE) 0 -o INSTALL CONSTRUCTION ENTRANCE PER DETAIL ON SHEET C3 ' to O 506 , TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL ON SHEET C3 ---- , %% cri UND 1/2" REBAR o "23604", 0.1 'W OF PROP. COR. CLEARING LIMIT (7,740 SF - 0.18 ACRE) 0 ---------------- \N \ l \ - - - - - - - - - - 0117 N -- --502 8"DECI DITCH CE RI 1E=4 7.14 12" CB (TYPE II) RIM=500. 64 IE= 495.34 12 lE= 495.54 12 ASPHALT --------------- FOUND 1" REBAR W/ OF PROP. COR. INSTALL SILT FENCE PER DETAIL SHEET C3 ASPHALT DRIVEWAY 30' ROW FACE OF CURB LEGEND PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE PROPERTY CORNER EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) FILL (CY) ONSITE 130 10 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. SEE SHEET C3 FOR DETALS. REVISIONS No changes shall be made to the scope of work witnout ortof approval of tne Tukwila Buildind NOTE: Revisions wili recwire a new plan submittal and .11c,;!de 7,71d -.1c -v-.1, plan review. These plans havc. been reviewed by the Public Works Departmen for conformance with cut -rent City standards. Acceptance is subject to errors and -0 omissions which do not authorize violations of adopted standards or o. dinances. The responsibility for the adequacy of th design rests totally with the designer. Additions, deleti ns or revisions to these drawings after this date w 11 void this acceptance and will require a resubm ttal of revised drawings 0 for subsequent approval. INSTALL IN PER DETAI =500.74 .inal acceptance is subject to field inspection by ti e Public Works utilities 'nspector. IS 1 ET PRO ON SHE pp R PuL W/ LIGHT 30' ROW SEPARATE PERMIT DO/ Mechanical ellA Electrical Plumbing El Gas Piping City of Tukwila BUILDING DIVISION F IL Permit No. EP Wfr Plan review approval is subject to errors ana omissions Approval :,f construction documents does not auth. nze the violation of any &tooted code or ordinance Rec ipt of approved Fiela Copy and co ons acKn wiedgea: City of Tutcwita BUILDING DIVISION By Date: Q. REVIEWED F017‘) CODE Cal:PLIANCE APPROVED JAN 1 "819 City of Tukwila BUILDING DIVISION Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 1 inch = 10 ft. REFERENCE SHEET NO. C1 SHEET 1 OF 3 SHEETS 0 0 co co o <4. IA 17-11 c .i.g LU IVPI KV I ,oc clo 0 1— m NI ISSUE DATE 12-05-2018 o o CO DESIGNED BY: co H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION Lit 'ED DEC 0 5 2018 0 0 J Layout Name: 0 0 0 0 0 2018 — 5:40pm 0 0 a) 0 EX. 12" PVC SEWER MAIN tkg`b CONNE,C'f TO EX. 6" SEWEr2 STUB (FIELD VERIFY LOCATION) / / • / / / / / / • • • 'yA so N EX. P ER POLE 0y UNDERNEATH PAVEMENT 0 PO -o wF , EX. 12" CPP STORM DRAIN SITE \ WF I.2'S OF I F� LOT1 (7,807 SQ. Fr.) SFR UNDER PERMIT ., #BLD18-0174 ASPHALT WF 2.1 'NW OF 1L /, / / / 1' / POLE W/ RIGHT 06,x) RK E ° 500 00 0 a N / / / / / / / / / / 0 0 0 \ 128'DECI 11 1 / / / / • 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , I 1 I 1 / / / / / / / / / / / LOT 2 (8,731 SQ. FT.) BENCHMARK ELEVA TION= 500. 00 11 11 1 c \ 1 CB 11 111 RIM=49.67 lE= 49'5.07 12"CONC.. (NW) 1E= 4961\ 7 12"STEEL (SE) O 1 \ 1 \ EX4 8" X11 ATER MAIN 111 N87°35'33"W 163.30' BSBL AK ROOF OVERHANG , LLI 4" p_FRF:PVC-FOOTING DRAIN 4" PVC ROOF DRAIN DOWNSPOUT (TYP) --11J SEE SHEET C3 <0d.'/ PROPOSED SFR LOT 3 C (TYPE RI 4=500. IE= 495. 34 1z "STEEL -------------------------------------------------- N87°3g33"E 16Z94' DITCH ASPHALT 8"DECI FOUND 1" REBAR W/ CAP 0.1'S & 0.1'E OF PROP. COR. CONSTRUCTION NOTES: 0 CONSTRUCT (2'W x 10'L x 2'D) PERFORATED STUB -OUT CONNECTION PER DETAIL SHEET C3 0 INSTALL CB -TYPE 50 OR AREA DRAIN WITH SOLID LID RI M=502.75 IE (W)=500.75 IE (E)=500.65 • INSTALL 19 LF 4" SOLID PVC SDR 35 FOOTING DRAIN COLLECTOR @ 1.00% MIN. 0 INSTALL 4" PVC SDR 35 ROOF DRAIN COLLECTOR @ 1.00% MIN. 0 INSTALL 134 LF 6" PVC SIDE SEWER STUB @ 2.00% MIN. IE=495.36 0 INSTALL 54 LF 1.5" WATER SERVICE LINE 0 INSTALL 1" WATER METER & SERVICE LINE (BY WATER DISTRICT #125) 0 CONSTRUCT 27' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) CONSTRUCT 27' WIDE CONCRETE DRIVEWAY 0 UTILITY TRENCH (POWER & COMMUNICATION) • INSTALL 15 LF 6" ADS N12 SD STUB ® INSTALL CB #1 -TYPE 1 WITH SOLID LID RIM=502.25 IE (NW)=499.00 IE (SE)=498.90 APPROVED DEC 21 2010 City of Tukwila PUBLIC Works GENERAL NOTES: INSTALL 46 LF 6" ADS N12 SD INSTALL CB#2-TYPE 1 WITH VANED GRATE IE (NW)=497.98 IE (SE)=498.00 IE(NE)=497.88 INSTALL 90 LF 6" ADS N12 SD @ 2.00% 0 EX CB WITH VANED GRATE RIM=499.67 IE (NW)=495.07 INSTALL 25 LF 8" ADS N12 SD @ 10.50% 06...-h INSTALL 37 LF 4" PVC SIDE SEWER @ 2.00% MIN. GRAVEL STRIP ALONG DRIVEWAY PER DETAIL 2 ON SHEET C3 IMPERVIOUS SURFACE COVERACE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,287 SQ. FT. WALKWAY 44 SQ. FT. DRIVEWAY 645 SQ. FT. TOTAL 2,976 SQ. FT. 2,976 / 8,946=0.3327 X 100% = 33.27% IMPERV. SURF. COVERAGE MAX MUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,287 SQ. FT. TOTAL 2,287 SQ. FT. 2,287 / 8,946=0.2556 X 100% = 25.56% MAX. BUILDING COVERAGE 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP PERFORTED STUB -OUT TRENCH 5' MIN. FROM PROPERTY AND 10' MIN. FROM HOUSE FOUNDATION. 3. SEE SHEET C3 FOR DETALS. Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. DATED APRIL 26TH, 2018 P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE ga. REFERENCE SHEET NO. C2 SHEET 2 OF SHEETS 0 cNi CO w Zi)- > 0) cl") Mi ISSUE DATE 12-05-2018 co 04 DESIGNED BY: co 25) H. H. PHAN I CHECKED BY: H. H. PHAN PROJ. MNGR: >- co Lu CITY 0 DE 94111 P. CE T UK 20 18 4 ity of Tukwila BIM DI 1G DIV SICN >- co Lu CITY 0 DE 94111 P. CE T UK 20 18 4 Layout Name: Layoutl 14213 34TH AVE S (LANG CONSTRUCTION)\CADD\Drawings\LOT 3\R18250—PS—C3.dwg L: \Working\R18250 0 0_ 0 2018 — 5:13pm 0 0 0 0 CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD QpP ,/ 100' MIN. EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS R=25' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE CATCH BASIN GRATE llui(IliilsastIitissultallit,111101•11110 OVERFLOW FILTER MEDIA FOR DEWATERING POROUS BOTTOM NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2016 KCSWDM FIGURE C.3.9.B SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. �\\\i\\\i\`i;,% �I II n n u � 6' MAX. "MIMI ilmum ium ii i .uuU.■■i m••s• IU•Uu■■u ■�■■s•�111111141111 POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: z 2 FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL UNDISTURBED GROUND FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE FOUNDATION 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL :.PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK FILTER FABRIC (IVIIRAFI 100X OR EQUIVALENT) NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. 4" PERFORATED PVC FOOTING DRAIN LINE DRAINAGE DETAIL SECTION A -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 10.0' MAX. III 111 ���IllI Ill= TOE IN SHEETING IN MINIMUM 4"X4" TRENCH o>S 0 PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE 2' GRAVEL STRIP SLOPE �i!l��i ii T CONCRETE DRIVEWAY WASHED ROCK 3/4" - 1 WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC NATIVE FILL EXISTING GROUND ,. r°,. r.,. r1 r° r°,.,,k�°,. r. • : • ''i• 'tire °' • � Vii• ,. r.,. r°,. r.,. r.,. r.,. ry. r.,. • �•1 •••,•.��•S,;et•ette 24" 6" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) TRENCH X -SECTION NTS WASHED ROCK 3/4" -1 1/2" FUTURE HOUSE PLAN VIEW OF ROOF NTS PERFORATED TIGHTLINE STUB OUT SCALE: NONE CONNECT TO LOT ROOF DRAIN STUB ' -- 2' X 10' LEVEL TRENCH c\_WITH PERFORATED PIPE, TO BE INSTALLED AT THE TIME OF BUILDING PERMIT "b\S-D3 CATCH BASIN OR AREA DRAIN WITH SOLID LID APPROVED DEC 21 2018 City of Tukwila PUBLIC WorkF RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER REFERENCE SHEET NO. C3 SHEET 3 OF 3 SHEETS z 0 I— co W co cn < < T0 F- U 0 Q CV T 0 CO J W O r � Al :3' rn 1-1 UJ tO 03 c C Li =' , .9 Q c c dao ,0 v ri Q v) (0 o 1- m tv n cn ISSUE DATE 12-05-2018 F I - z 0 a Co "PR 0 0) OA City ILD Ni of NG •17.,D �. IAN OV7 1 2019 Tukwila DIVISI H. H. PHAN CHECKED BY: CE ON H. H. PHAN PROJ. MNGR: >- m O z ISUILDNG CODE: 2015 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAD • 15 PSF FLOOR LIVE LOAD • 40 P&P 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(I) GROUNDSEISMIC SNOW LOAD WIND DESIGN DESIGN CATEGORI' SUBJECT TO DAMAGE FROM WINTER DES�t tom? ICE SHIELD UNDER- LAYhENi' REQUIRED FLOOD HAZARDS AIR FREEZING �� MEAN ANIMAL .�, BPEEC) (MPH) TOPOGRAPHIC EFFECTS SPECIAL WIND REGION WIND-BORNE DEBRIS ZONE WEAii-ERtNG �t LINE DEPTH tEi�l"tITE 25 110 16 8 16 DI/D2 MOD 18 SLIGHT- MOD T'7 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) err GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOiLS ENGINEER IS PROVIDED, FOUNPATiON DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FiRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. MINIMUM COMPRESSIVE STRENGTH OF GATE PER TABLE R402.2 TYPE OR LOCATIONS OP CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (f'c) AT 28 DAYS MODERATE UEATHERMG POTENTIAL BASEMENT SLABS 4 INTERIOR SLAB CN GRADE, EXCEPT GARAGE FLOOR SLABS. ( NON-STRUCTURAL) 2,500 Del BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER 3,000 psi (5% to 1% at entrained) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3,000 l (5% to 1% air entrained) p° CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 60. UNA. (SEE STRUCTURAL) ATIMI 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 MIN.,' 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 114. (END CUT SOLUTION 8Y WOLMANIZED WOOD) PER iRC 8311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FiRE RETARDANT TREATED WOOD SHALL 8E OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SiLICON BRONZE, OR COPPER. 6' MiN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR BEAMS AND GRADE. 18' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. pAMPPROOFING EXCEPT WHERE REQUIRED 8Y SEC. 84062 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (8) 6 INCHES BELOW THE TOP OF THE SASEMENT FLOOR TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PAR►GING APPLIED TO THE EXTERIOR OF THE WALL. THE PALING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. BITUMINOUS COATING. 2. 3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT. 3. vs' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASPM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. 84062. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PALING OF UNIT MASONRY WALLS I8 NOT REQUIRED WHERE A MATERIAL i8 APPROVED FOR DIRECT APPLICATION TO THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LiSTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION R4062 TO THE EXTERIOR OF THE WALL. WATERING R4062 - IN AREAS WHERE A HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERPROOFED PROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 INCHES BELOW T4 -IE TOP OF THE BASEMENT FLOOR, TO. THE FINISHED GRAPE. WALLS SHALL SE 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. lee' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF CO,4TNG. 8.60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC -SOLVENT -BASED PRODUCTS SUCH AS HYDROCARSONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT SE USED FOR ICP WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OP PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PALINGS TO SEAL ICP WALLS I8 PERMITTED. COLD -SETTING ASPHALT OR HOT ASPHALT 844ALL CONFORM TO TYPE C OF ASTM D 443 HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200'F. ALL JOINTS IN MEMBRANE WATERING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. VENTILATION 84081 - 714E UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SIX MIL (01006 IN THiCK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER TI4E GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SIX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. EXCEPTION: 714E GROUND COVER MAY SE OMITTED IN CRAWL SPACES IF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. T•'`_ =4 PIM M (99 pRAFTST0PP1NG R302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, ORAPTGTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY AFLOG MEMBRANE ABOVE 4 A CEILiNKG MEMBRANE BELOW,` DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILiNG ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1. CEILING 18 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 R302.12.1. FIREBLOCKING 8302.11 IN COMBUSTIBLE CONSTRUCTION, FIRESLOCKING 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. FIRESLOCKiNG SHALL SE 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. 12. HORIZONTALLY A7 INTERVALS NOT EXCEEDING 10ft 2. AT INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND 5077011 OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 02' GIS) 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WiRES A7 CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL 70 RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL PiLLING 71415 ANNULAR SPACE SHALL NOT BE REQUIRED TO MEET 744E ASTM E 136 REQUIREMENTS. 5. FOR THE FIRESLOCKING OF CHIMNEYS AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIRESLOCKING OF CORNICES OF A TWO-FAMILY DUELLING IS REQUIRED At TI4E LINE OF DWELLING UNiT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LiSTED IN IRC SECTION R302.I1.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT SE USED ASA FIRESLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. 7HE INTEGRITY OF ALL FIREBLOCKB SHALL BE MAINTAINED. 1 GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF iRC TABLE R6023(I) GYPSUM WALL BOARD At INTERIOR WALLS TO BE FASTENED ACCORDING 70 TABLE R102.3.5 MINIMUM THICKNESS AND APPLiCAtION OF GYPSUM BOARD TABLE R1m23s THICKNESS OF GYPSUM BOARD OR GYPSUM PANEL (INCIPRODUCTS -E8) APPLICATION ORIENTATION OF GYPSUM BOARD OR' GYPSUM PANEL PRODUCTS TO FRAMING MAXMUM SPACING OF MEMBERS (INCHcc)Ecc) MAXiMAJN SPACING OF FASTENERS (INCHES) SIZE CF NAILS FOR APPLICATION to Wool FRAMING NAILS W/o adhe 1ve SCREWS 3/8, CEILING PERPENDICULAR 16 1 12 13 GAs3E, 1-1/4' LONG, e/64' HEADS 0098' DIA, I -V4' LONG, ANNULAR - 884190, OR 4d COOLER NAIL, 0280' DIA, 1-3/8' LONG,1/32' HEAD. WALL EITHER DIRECTION 16 8 16 VZ' CEILING EITHER DIRECTION 16 1 12 U' GAGE, 1-3/8' Lao ,19/64' HEAD) 0288' DIA. 1-1/4' LONG, ANNULAR - CEILING PERPENDICULAR 24 1 12 RINGED, OR 9d COOLER NAIL, 0086' DIA, i-6/8' LONG.15/64' HEAD: OR GYPSUM BOARD NAIL, 0291E' DIA, 1-1/8' LONGI, 9/32' HEAD. IUALL EITHER PIRECTION 24 8 12 WALL EITHER DIi9ECTION 16 8 16 CEILING EITHER DIRECTION 16 1 12 13 GAGE, I-8/8' LONG,19/64' HEAD, 0.098' DIA,1-3/8' LONG, ANNULAR - RINGED; OR 6d COOLER NAiL, 0092' DIA, 1-1R3' LONG, V4' HEADS CR GYPSUM BOARD NAIL. 02953' PIA. 1-1/8' LONG, 19/64' HEAD. TYPE X AT GARAGS/81 BENEATHECLG HABITABLE ROOMS PERPENDICULAR 24 6 6 1-1/8' LONG 6d COATED NAILS OR EQUIVALENT DRYWALL SCREWS. SCREWS SHALL COMPLY URN ' SECTION R1023.E.L WALL EITHER DIRECTION 24 8 12 13 GAGE, 1-1W8' LONG. 19/64' HEAD/ 0298' DIA, I-3/8' LONG, ANNULAR - RINGED) OR ed COOLER NAiL, 0.092' DIA, I -1V8' LONG, 1/4' HEADS OR GYPSUM BOARD NAiL. 02913' DIA. 1-1/8' LC143. 49/64' HEAD. WALL EITHER DIRECTION 16 0 16 APPLICATION WITH ADHESIVE 3/8'CEILING PERPENDICULAR 16 16 16 SAME AS ABOVE FOR 3/8' GYPSUM BOARD AND GYPeUM PANEL PRODUCTS. WALL EIT14ER DIRECTION 16 46 24 V2' OR 31/8' CEILING EITHER DIRECTION 16 16 16 SAME '°`S'` FOR i/2' ANP EIS' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, RESPECTIVELY. CEILING PERPENDICULAR 24 12 16 LUAU.. EITHER' DIRECTION 24 16 24 TWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BABE PLY NAILED A8 ABOVE FOR i' GYPSUM BOARD AND GYPSUM PANEL PRODUCT&s 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 OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131' DIA., 2-1/2' LENGTH), 8d SOX (0.113' DIA, 2-1/2' LONG), 10d COMMON (0.148' DIA,' 3' LONG) led BOX (0.125' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), I6d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0.092' DIA„ 1-1/8' LONG) LUMBER GRADES FRAMING LUMBER SHALL COMPLY TO THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL SE 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 psi, Fc•1300 psi, E■1200000psi HF '2 - Fb•850 pei, Fv■15 psi, Fc•1300 Dei, E•1200000pe1 DM 4X 6X OR LAMER DF -L'2 - Fb■900 psi, Fv•95 psi, Fc■1350 pei, E■1600000ps1 DF -L '2 - Pos815 pei, Fv■85 pei, Fc■600 pet, E■1300000psi MO 2X4 2X6 OR LARGER HF'2 - Fb•850 pei, Fv■15 pei, Fc•1300 psi, E■1200000ps1 14F *2 - Pb■550 psi, Fv■15 pei, Pc.1300 psi, E•I200000pe1 POSTS 1 -IF *2 - Fb■900 pei, Fv•95 pel, Fc•I350 pei, E■1600000pei HF '2 - Pb •900 pei, Fv • 95 pei, Fc • 1350 pei, E • 1600000pe1 DF -L h - Pb■100 pei, Fv•85 pei, Fc.415 pei, E■1300000psi OF -L'2 - Pb■100 pei, Fv•85 psi, Fc•415 pei, E■1300000pei 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -V5 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 P8i, Fv • 165 PSI, Fc • 650 PSI (PERPENDICULAR), E • 1,800,000 PSL 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: Pb • 2,900 PSI, Fv • 290 PSi, Fc • 150 PSI (PEF2PENDICULAR), E • 2,000,000 PSI. BEAMS DESIGNATED A8 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb is 2,600 PSI, Fv • 285 PSi, Pc • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Pc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSi. CALCULATIONS SHAW_ 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 SE 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 570) 70 ENSURE THAT THE TRUSS !BOTTOM CHORD WILL NOT SEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL UJALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON A 6' 0.c. 0 PANEL EDGES AND 12' OC. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL SE 3/4' T4G RATED (40/20) 544EATI4ING, UNLESS OTH4ER JIBE SPECIFIED. MINIMUM NAILING SHALL SE Sd COMMON At 6' O.C. 0 PANEL EDGES AND 12' O.C. 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 SE PROVIDED IN THE EXTERIOR WALL ENVELOPE ` 114 SUCH A MANNER AS 70 PREVENT ENTRY OF WATER INTO 714E WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND 70 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. A7 TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS 114 SUCH A MANNER AS 70 BE LEAKPROOF, 2. At THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WIT44 FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON 8071-4 SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT 114E ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRiM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH 70A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. At WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. • PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS 814ALL 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 4 RESCUE OPENINGS Fe310.1 EMERGENCY ESCAPE AND FESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM 514ALL 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 114 EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO ,4 YARD OR COURT THAT OPENS 70 A 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 .41" 11N. NET CLEAR OPENING OF 51 SQ. F7. EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. P7. MINIMUM OPENING HEIGHT: THE MiN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXIMUM SILL HEIGHT: WHERE A WINDOW IS PROVIDED AS THE EMERGENCY ESCAPE AND RESCUE OPENING, 17 SHALL HAVE A SILL. HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR WHERE THE SILL HEIGHT IS BELOW GRADE, IT SHALL SE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R3102.3. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R308A4 1. GLAZING IN DOORS - SiDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 BIFOLP DOOR ASSEMBLIES PER IRC SECTION 8308.4.1. 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 '440RIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION 830843. 4. GLAZING 114 GUARDS AND RAILS PER IRC SECTION R30844. 5. GLAZING IN WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, SATHTUSS, 51 -LOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS UJ14ERE THE 801T011 EXPOSED EDGE I8 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' ASOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER IRC SECTION 8308.4.6. 8. GLAZING ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 180 DEGREES FROM THE BOTTOM TREAD NOSING PER IRC SECTION R308.4.1. RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER IMILATICHI> ; : , - CTICN }32.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL SE 114 ACCORDANCE WITH SECTIONS R302.10.1 THROUGH R302.10.5. 8302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUC44 AS VAPOR RETARDERS AND VAPRO-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ,ASSEMBLIES, WALL ASSEMBLIES, CRAUL SPACES AND ATTICS SHALL HAVE A FLAME SPREAD INDEX 1407 70 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 TI4E FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT W1714 THE UNEXPOSED SURFACE OF TI4E CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT I8 NOT SPRAY APPLIED, COMPLYNG WITH THE REQUIREMENTS OF SECTION R302.10.3, SHALL N07 BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 460 AND 514ALL BE REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED 114 ACCORDANCE WITH CAN/ULC 51022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH 6E671014 8316. 8302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS 74447 CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.I0.1 WHERE TESTED IN ACCORDANCE WITH CAN/ULC 81022. EXCEPTION: CELLULOSIC FIBER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED 114 ACCORDANCE WITH CAN/ULC 51022, PROVIDED 82614 INSULATION COMPLIES WITH THE REQUIREMENTS OP SECTIONS R302.10.1 AND 8302103. 8302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -PILL INSULATION SHALL COMPLY WITH CPSC 16 CFR, PARTS 1205 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL 544ALL BE CLEARLY LABELED iN ACCORDANCE WiTH4 CPSC 16 CFR, PARTS 1205 AND 1404. 8302.10.1 EXPOSED A7716 INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON A77IC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS 744,414 0.12 WATT PER SQUARE CENTIMETER. 8302.105 TESTING TESTS FOR CRITICAL. RADIANT FLUX SHALL SE MADE IN ACCORDANCE WITH ASTM E 510. iNPILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, GASKETED OR UE:ATHERSTRIPPED 70 LIMIT AIR LEAKAGE. 8102.1 VAPOR RETARDERS CLASS 1 OR II VAPOR RETARDERS ARE REQUIRED ON TI4E INTERIOR SIDE OF FRAME WALLS IN CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: 1. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. R102.11 CLASS I11 VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL BE PERMITTED WHERE ANY ONE OF THE CONDITIONS 114 TABLE R102.1.1 IS MET. 102: i2 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASED ON THE. MANUFACTURER'S CERTIFIED TESTING ORA TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED 70 MEET 71-E CLASS SPECIFIED: CLA58 I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS II: KRAFT -FACED FIBERGLASS SATTB. CLASS IIi: LATEX OR ENAMEL PAINT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR 71-1E PURPOSES OF THIS SECTION, VENTED CLADDING SHALL INCLUDE 71-1E FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH 714E EQUIVALENT VENT AREA SHALL SE PERMITTED. I. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER ,AS SPECIFIED IN TABLE R1033(1.). 2. BRICK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED IN TABLE 810324. 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 R4024.1 THROUGH R402.4.4. R402.4.12 TESTING 714E BUILDING OR DWELLING UNIT SHALL SE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE EXCHANGES PER HOUR I := CTI• -i411,�a • POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED SY 714E BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN 714E SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, 714E CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES 544ALL LIST THE PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE UJALL, AND/OR FLOOR) 4140 DUCTS OUTSIDE CONDITIONED SPACES; U -FACTORS FOR FENESTRATION AND 714E SOLAR HEAT GAIN COEFFICIENT' (54 -IGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON 714E BUILDING. WHERE THERE IS MORE 714414 ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING 714E LARGEST AREA. THE CERTIFICATES SHALL LIST 744E TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIND UNVENTED ROOM 1-IEATER 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 SASESOARP I4EATERS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS -33, USING 714E MAXIMUM DUCT LEAKAGE RATES SPECIFIED N 2015 WSEC SEC. R403.3.3. A WRITTEN REPORT OF THE RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING 714E TEST AND PROVIDED TO THE CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402A44. Sot WITH THE REQUIREMENTS OF OF NOT EXCEEDING 5 AIR > RODENT PROOFING= 2015 UNiFORi'1 PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL SE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS v2 OF AN INCH 114 THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER 74447 RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES PROM 714E BOX 11470 714E BUILDING. 312.122 METAL COLLARS IN OR 014 BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED SY THE iNSTALLATION OP APPROVED METAL COLLARS SECURELY FASTENED 70 THE ADJONING STRUCTURE. 312.123 TUB WASTE OPENINGS 114 FRAMED CONSTRUCTION TO CRAWL SPACES AT OR SELOW THE FIRST FLOOR SHALL 5E PROTECTED SY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED .70 THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING OF AN INCH iN 714E LEAST DIMENSION. WATER HAMMER: 609.10(UPC) BUILDING WATER SUPPLY SYSTEM WHERE QUICK -ACTING VALVES ARE INSTALLED SHALL BE PROVIDED WITH WATER HAMMER ARRESTER(6) TO ABSORB HIGH PRESSURES RESULTING FROM i 7HE QUICK CLOSING OF 71 -ESE VALVES. WATER HAMMER ARRESTORS 61-1ALL BE APPROVED MECHANICAL DEVICES IN ACCORDANCE WITH 744E APPLICABLE STANDARD AND 514ALL BE INSTALLED AS CLOSE AS POSSISLE TO QUICK ACTING VALVES. s� USEC SECTION R404 (LIGHTING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS IN PERMANENTLY INSTALLED LiGI4TING FIXTURES SHALL 8E HiGH-EFFICACY LAMPS. JNTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND 'TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL 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 BEA WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LiGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A 8W17614 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 71-1E STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 714E BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL 8E PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF 744E STAIRWAY. ��rrrr�� � ` -, f t► CAR silos PER SEC R602.6 DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH :714E FOLLOWING: 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TOA DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS SHALL SE PERMITTED 70 BE NOTCHED TOA DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED 71447 714E DIAMETER OF THE RESULTING HOLE I8 NO MORE THAN 60% OF THE STUD WIDTH, 714E EDGE OF THE HOLE IS NO MORE 744AN % INCH TO 714E EDGE OF THE STUD, AND 744E HOLE IS NOT LOCATED IN THE SAME SECTION ASA CUT OR NO7644. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% 514ALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R602.3(2). EXCEPTION: USE OF APPROVED STUD S140ES IS PERMITTED UJ4-IERE THEY ARE INSTALLED IN ACCORDANCE WITH 71-4E MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC 8602.6.1 U14EN PIPING OR DUCTWORK i8 PLACED IN OR PARTLY 114 AN EXTERIOR WALL OR INTERIOR LOAD -SEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL TIE 1407 LESS THAN 0.054 INCH THICK AND 1-1/2' INCHES WIDE SHALL 8E FASTENED ACROSS AND 70 744E PLATE AT EACH SIDE OF THE OPENING WITH 1407 LESS THAN EiGHT 10d NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES At EACH SIDE OR EQUIVALENT. 744E METAL TIE MUST EXTEND A MINIMUM OF 6 INCI4E5 PAST 714E OPENING. SEE FIGURE R602b.1, EXCEPTION: WHEN THE ENTIRE SiDE OF 714E WALL WITH THE NOTCH OR CUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. 14217 34th Ave So Tukwila,WA. 1.00 713- 7IF; 737 D DE CCM LIA CE AK -COVED JAN 112019 City of Tukwila ILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4: These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R Date: 2015 N-1 • '6 con .t W•a V, • • y iz -;I - ® §0: Pi 'e`'1. -W; D FOR CODE COMPLIANCE APPROVED JAN 11 2019 City of Tukwila BUILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R Date: 2015 N-2 V NT LAT ON QL-11 N T S ROOF ATTIC VCALCULATIONS IL ION SThTE SEC. MI501 VENTILATION CALCULATIONS 4 REQUIREMENTS PIECIUNICAL Mi501,4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND FAN FLOW RATING NOT LESS THAN 50 cfm At 0.25 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, INSTALLED t0 LISTED SPECIFICATIONS. OR SiMILAR ROOMS AND 100 am NO WARM-AiR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED ASA BEDROOM, FLOW RATINGS SHALL BE DETERMINED BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH EXCEPTION: WHERE A RANGE AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN AS PER HVI 916 (APRIL 1995) OR AMCA 210. HOOD OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE DIRECTLY TO THE UNDERSIDE OF ROOF RANTERS SHALL WAVE CROSS VENTILATION OF EACH SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH OPE1•ING8. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AiR (MIN. BETWEEN INSULATION AND ROOF SHEATHING a VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL SE INSTALLED. BAFFLES SHALL BE RIGID AND WiND-DRIVEN MOISTURE RESISTANT. F FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE EXTERIOR WALL EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL SE NET FREE AREA) UPPER ROOF (AREA 1) OF VENTILATED OF REQUIRED APPLIED SEPARATE 1/8' MIN. 4 4' MAX. i' SPACE OUTSIDE OF THE SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LOCAL EXHAUST REQUIREMENTS LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR SHALL NOT BE LESS THAN LOCATION WHERE HEAVIER THAN 4I1 GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED iN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN MI501.42 LOCAL EXHAUST APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. SWITCHES, DEHUMIDISTATS, HEATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CONTROLS SHALL BE CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR I-IEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE 744E FLOOR LEVEL. T == :: f met) 100 CONTROLS TIMERS, READILY =worms FOR KITCHENS, THE RANGE HOOD OR DOWN DRAFT c?m AT 0.10 INCHES WATER GAUGE. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED OR OTHER APPROVED MEANS. LOCAL EXHAUST ACCESSIBLE. OMB 16XXISE IvECI4ONICia. EXHAUST BY MANUAL SYSTEM TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DWELLING UNIT SHALL VENTILATION! Y6 AI P,.. I --, =, BE PROVIDED WITH At LEAST ONE SABLE THERMOSTAT FOR THE REGULATION OF TEMPERATUREWSEC SEC. 403.1.1 DWELLING NUMBER OF BEDROOMS VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE SW GAS VENT SHALL BE UNIT FLOOR AREA(S-P) 0-1 2-3 4-5 6-i >'i INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS AND APPLICABLE CODE REQUIREMENTS. AIRFLOW IN CFM 1,611 SQ. Ft. OF ATTIC AREA/300 • 55i SQ. FT. NOTE UPPER ROOF VENTING i'RDYIPED BY '1'x10' OF VENTILATION REQUIRED (802 SQ. INCHES) UPPER VENTS ■ 401 Sq. In. (9 AF50 VENTS) NOTE: 050 ROOF VENTS. (50 * N. PER EAVE VENTING PROVIDED BY VENT) (4)-2 1/S' DIAMETER 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 01-3,000 ,.�;\ 60 15 90 105 LOWER VENTS in 401 eq. In. 'BIRD HOLES' PER EAVE BLOCK 20 EAVE VENTS x 12' PER BLOCK • 240 Sq. In. (4)-2 I/O' DIA HOLES ■ 14.16 Sq. 4 AF50 VENTS x 50' PER VENT ■ 200 Sq. In. NF.A. w/ MESH ■ 12' Sq. In. PER LOWERROOF - GARAGE: (AREA2) In. w/O MESH BLOCK UTILITY ROOM NOTES/MAKE UP AiR: 3,001-4,500 15 90 105 120 1. 1 -IERE 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. TI4E LABEL OR TAG SHALL BE LOCATED 4,501-6 (° (, (% WEATHER RESISTANT BARRIESH ATHIN6 OR 5UBSTIRATE FINISH SIDING 6SM RIM FLASHING WITH 3". MIN. VERTICAL. LE6 HORIZONTAL. WOOD TRIM l -I OR I Z. TRIM AT Si -4 E,4T I NCS/UJOOD STUDS N.T.S. 12 2x6 EXTERIOR WALL 1/16' PLY OR 055 SHEATHING, TVP. SIDING PER ELEVATIONS OVER VAPOR BARRIER, PRE -FINISHED CONTINUOUS SI-IEETMETAL FLASHING, TYP. COMP. ROOPING OVER VAPOR BARRIER ATOP 1/16' PLY OR 055 SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO UJ14L1 INCA DETAIL N.T.S. 12 ST SIDING PER ELEVATION PLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE SNE VENEER N.T.S. MASONRY VENEER - GEN RAL NOTES PER SEC. 8103.6 ANCHORED STONE AND MASONRY VENEER SHALL SE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R103.3(1) ANP FIGURE 8103.6. MAXIMUM THICKNESS 4 INCHES 4 20 FEET HIGH SDC D0 4 DI MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC D2 MAXIMUM 3 INCHES THICK 4 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SOC D0, D1, 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE). FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. MINIMUM 3/16' DIA. WEEPI4OLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER. AIR SPACE MINIMUM 1 IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. ♦♦ TYP PER SIDE 1' IF SITE REQUIRES NORTH ELEYATION DECO BRACE COMP ROOF ROOF DRIP EDGES PER SEC. 89052.6.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP • { WAST ELEY,4TION BOARD 4 BATT $DING CEDAR SHAKE SIDING 5/4x6 BARGE W/ 1X3 RAKE TRIM 12 12 - 1ao to 1; 9 Q 0• 43 ) 5/4x6 BAND W/ 2X5 GAP 5/4x6 WINDOW , POOR 4 CORNER TRIM ® FRONT 5/4x5 TRIM 5/4x4 CORNER BD'S CONT. GUTTER 6" EXP. HORIZ. 5IDIN6 L STONE VENEER (ADHERED) L COPYRIGHT 2010 Landmark Design Ino. ALL RIGHTS RESERVED EAST ELEYATION &RADE TO SLOPE AWAY PROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' SOUTH ELEVATION RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER Day 03a2. HOUSE NUMBERS TO SE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET ADDRESS THE MALL BE MIN. 4' I41G14 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 8319.1 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-3R Date: 11-1-18 1 E-iiDAN i, -.D FO1 a,.. DE C:O', PLIANCE JAN 11 2019 City of Tukwila `kILDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-3R Date: 11-1-18 1 / 1W -11i' 13'-0 ' / / 81_1' 8'-5' 9'-3i' 3'-9' ''c-♦ 8/0x40 XOX 5/0x/0 XO SG iii \ \ ri4iir�� /iz,rml/uaii/iiiri4/ EGRESS O O 12' SOAKING,B TU MASTER \\ BATH 0 S' CLG. MASTER / ,,,,,,,,,,,,,,,,,,,,,,,� BEDROOM ♦ x.. VAULTED CEILING 110V 00 li450 EF. \ ¢' g % - `� ;A / LIN. 101-64' 2'-8' 51-14' 0 31-0'11 61-9 / 'CLOSET ,z,,,,,� ,,- ,,,,,,, � I 8' CLC. in • ♦ JPAIR J L i ,n� 0 X ® EF. 50 CFM 43- W / BP 1 / e 7 UTILITY ♦ ROOM 2 BEDROOM t 1. ii,' 8' CLG. p ^ in ut CLG.® e I / \ v j i 6' in 110v 0L 14/ N. , go :- ifi El in ♦ ♦ ♦ COI�t. H,_1 ABOVE T�REEAD RAIL 34'-38' NO !NG. 4f4QC ( ® 't $ X A BP in % ♦ ' Co BEDROOM - 3 w B ,n ' n 8' CLG. - Inr /ilii /rii/ / IT- 11 A I ©PEN TO BELOW co 6 .4 ` I i : S.D. c�1 ♦ BATH EF. 8' CLC. 50 CFM al' 3'-11' 1'-4' 5'-6' ♦ 13'-2i' $11 M 1 1.&. r 1:*1 168 ifl o ,```111,1 11 o n / /. /i / i i / .; i ir. // /. i/;; / % / / /i .i./i //i i / ii / ////% �i///'/// /l //////%//% ///%%////////i%/%//n//////////% % /;///% % %/%///////////l / /l///%//////// i j / S.D. BEDROOM 4 0,-.-� � . �� VAULTED CLG B.D. I el BP r - ,.,„„„,,.„,„\ P Az. YROO\ // CLC. EGRESS N .,-0-1 ' iiiiiiiiiiiiaiaj i 5/0x4/0 XO % / I SP r in I 1 Z1. SS jii% 2/0x4/0 FX 61 ♦ ♦ ,�%%j ./0x4/6 XO ♦ 1 3'-2' 61-0' 1 2'-I0' / / / 9'-2' 3'-0 '3'-14' / / 5'-10' / 5'-2i' / 12'-0' / 11-0, / / 11'-0' / / 19'-0' / / f / 30'-0' / UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. TI -IE LABEL OR TAG SHALL 8E LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. C WWI m 100 SQ INCH TRANSFER GRILL UPPER FLOOR FLAN USING EXHAUST FANS: PROVIDE WI -F 4 FRESH AIR INTAKE PER SHEET N-2. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN. TIMES GENERAL NOTES: 1. ALL WORK TO BE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO EE 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. 8. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO 15E INSTALLED PER SEC R3I43 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. SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. 8315 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. STATE AMENDMENTS SEC 8315. 11. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC 8403.53. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER UJSEC R403.3.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL SE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 8303.52. 14. GAS PIPING IS 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 PIPE SHALL BE PROTECTED BY SHIELD THAT COVER THE WIDTH OF THE PI FRAMING MEMBER AND THAT EXTEND N'44'. ''. THAN 4 INCHES TO EACH SIDE OF THE -- THE LESS INC 40'-0' 20'-0' 10'-0' 10'-0' 10'-0' 10'-0' 4'-10' 5'-2' 2'-1' 1'-5' 8/0x6/0 XOX / • MEMBER WHERE TH FRAMING MEMBER 7' d�T THE PIPING PASSES T - . H IS A BOTTOM P. BOTTOM, - �• 1�• P PLATE OR TOP • w� HE SHIELD-�` S 1ALL COVER THE FRANI ,F. ,......./ R q E, f END NOT LESS THAN 4 IN. OM FRAMING MEMBER AN=fr NOT LOW THE TOP FRAMING CHES OR DOORS PPED AND INSULATED TO LENT TO THE INSULATION ON THE SURFACES ;E HOUSE VENTILATION 24 HR TIMER, READILY ESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. PRYER DUCT SPECIFIED LENGTH PER SEC 111502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL SE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE M1502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS 514ALL 8E INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 MSEC TABLE R402.4.1.1. WHOLE I -(OUSE 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 BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. 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 81-1ALL RECEIVE PRIMARY POUJER 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 SWITCI-I 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 70 A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. i- ♦ in a METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' SQ. N. OUTSIDE AIR D.v. I OPTIONAL' IF/P LOCATION L_ i i- - -----_J 2'-0'* \\\ 1,\W‘A COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED i 1 i i 2X6 WALL 2 10'-1 1 ARCH 6REAT ROOM 9' CLG COVERED PATIO • CLG 6/0x6/I0 SGD SA. 6/0x1/0 TRANS. ABOVE 16'-5? NOOK • CLG C -A*\ 21-1 X6 WALL lid///r/r i i i D11114IP/ 65 4 9' CLG CT.G.L 3' UNDE SAI PRO : C I PER •' N iA AACN 16 R 36WO' OD WALLLAP W/ OPEN I ',\- I4 4'-11' 1 3'-1' jt, 2'-1' z TANG BAR KITCHEN 9' CLG PANTRY 9' CLG REFRIG. .1 I ---J SINK W/ MICRO ABOVE 100,1,08 V EF. 0 0 0 0 %!',,,,/;/r i/l icer///iii/Ilii//r/ 77 77i ; /�O/r//lilt Oli'r M!N 18'X24' RAUL ACCE 3/4 BAT 3' CLG ARCH E.F. ' 50 CFM /7;777K--W"'7-//�rri�/ 2/0x5/0 8H ENTRY 9' CLG COVER PORCH PAIR 7g//ir%ioaaiiiiaia STUDY 9' CLG 10'-6i' 3/0 4/6 in • m ricer//ii • ♦ ♦ MIN. 36'X36' LAND ING WALL MOUNTED RINNAI TER SYSTEMGAS (ENERGY FACTORa091) OUTDOOR COMBUSTION AIR SHALL BE PROVIDED PER IRC G2401.6. PROVIDE ONE VERTICAL PERMANENT OPENING THROUGH MECH. CHASE. RV MIN. SOLID CORE l OOD,STOEEL� DOOR OR 20 MIN. RATED WH 6x6 P.T. POST W/ CCQ CAP 18'-1i' 4 CBQ BASE 10'-,4,' LANDING AT 'EXIT' DOOR NOT TO BE LOWER THAN 1.5 INCHES FROM TOP OF 714RES14OLD. (83113.1) 3'-1' 3'-4' 2'-4 21- / / / / 6'-3' _ 4'-9' / GARAGE USE I/2' GWS ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/S' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND SEAMS IN 1/2' GW NO DUCT OPENINGS IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 16/0 x 8/0 O.H. DOOR 16'-3' R.O. BLUE 18 AUJ��C TRACER METAL WATER REQURESERVICEEt PIPING PER UPC 604.9 9'-6' 9'-6' 8/0 x 8/0 O.H. DOOR 8'-3' R.O. 4'-6' 5'-6' 19'-0' 10'-0' 40'-0' MAINLOOR PLAN MAIN FLOOR: 1244 S. T. UPPER FLOOR: I X58 SO. T. TOTAL: 2802 S. T. 6>RJ6E: 577 SO. FT. FRONT PORCH: 4t1 SO. PT. REAR C0y's, De 'K: 55 SO. FT. ;t to ♦ ♦ RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER c. FOR C �r E (. OI1 LIANCE JAN 11 201g ity of Tukwila LDING DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R Date: 11-1-18 2 FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 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.) 1_1_1_1_1_11_1 JTJ i • D • • 40'-0' 20'-0' 10'-0' 10'-0' 5'-4° 5'-4' MIMI 5' 111110 1111111111111111. 2' In 6x6 P.T. POST W/ P8 BASE ON 30'x30'x12' CONCRETE PTC*. W/ 3 -*4 BARS E.W. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL EASE A 2'-8' * 4 BARS 18' O.C. 1 1 1 1 v 36'x36'xr3" CONCRE—E FTG. w/ 4. *4 BARS BACH WAY O - - 6 MIL VISQUE!N VAPOR BARRIER "HROUGH JUT CRAWLSPACE LAP SPLICES 12'. (BLACK) 3'-6' 5'-0' 4X10 TYP MIMI M111111•11 4'. 2'-3 5'-5 4X10 TYP 5'-5 1 / 1111/1111110 MN 18'X24' CRAWL ACCESS r lk i 2'- 1 18'-6' VEH. IMPACT BARRIER LSTA 30 RIM TO RIM 30LONG'x30'x8 FTG.. w/ 3-* 'BARS AY it N MIN. 36'x36' LANDING �, BLOCKOUT FOR — �, DooR d�� 4x4 P.T. POST F W/ P8 8ASE ON 24'x24'x12' CONCRETE FTG. 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEME3RANE STUB *4 SAS INTO CONC. SLAB ' 1S' O.C. tl * 4 BARS 1S' O.C. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 48'x48'x8' CONCRETE FTG. w/ 5 -*4 BARS EACH WAY L___J N 6x6 P.T. POST W/ C8Q BASE ON 36'x36'x12' CONSIRETE FTG. W/4 -*4 EA. WAY 10'-2' 6'-3' 36'x36'x8' CONCRETE FTG. W/4-04 EA. WAY 16/0 x 8/0 O.H. DOOR 16'-3' R.O. 9'-6' / Zi? S/0 x/0 O.H. 5'-6' 19'-0' 10'-0' / 40'-0' OUNn,4TION PLAN COPYRIGHT 2011 Landmark Design Inv. ALL RIGHT'S RESERVED • 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB 3/16v SIM/BPa TIT,�1 88 EQ) ft. 1/2'X8'X5' SIDE VIEW 3/16 TOP VIEW VEHICLE IMPACT 5A1RRIER DETAIL FOUNDATION NOTES: 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL "'2 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 5' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO 5E ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS 51-1OULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, 8Y SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. •CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION 8405. *FOUNDATION VENTS SHALL 8E PLACED SO THAT THE TOP OP THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. INTERIOR GRADE OF CRAWL SPACE 51-IALL 5E SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11. 1 INDICATES 'SIMPSON' HOLDDOWN. 12. SEE SHEARUJALL SCHEDULE POR ANCHOR BOLT SIZE 4 SPACING (5-4T 51.0). IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. lg- �3L VENTILATION USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150. 829 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS FRE:Q'D COD:: { y ,.. PL.IANCE AF 6 OVLD J 11 2019 Ci f Tukwila BUILD G DIVISION RECEIVED CITY OF TUKWILA DEC 0 5 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 -2802-3R Date: 11 -1 -ie 3 APPLIANCES IN ATTIC NOTES: PER 2015 IRC 111305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HiGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF TI -IE LARGEST APPLIANCE. EXCEPTIONS: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY i5 UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.1.3.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2 -LAYERS 341 PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R-38 HIGH DENSITY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING TO 8E INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FOR DRAINAGE. ROOF FRAMING NOTES: 1. ALL HEADERS TO BE 4x8 DP *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED WAR -10 RIGID INSULATION. 2. ALL OTHER TRUSSES: • SHALL CARRY MANUFACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPECIFICATIONS ON SiTE FOR FRAME INSPECTION. + SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. ROOF VENTILATION CAL.CULATiONS 4 RECQUiREMENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS 51-4ALL BE IN UPPER PORTION OP VENTILATED ROOF SPACE (NO MORE TI -IAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OP REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL SE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SiMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION 8802.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR. MINIMUM VENT AREA PER - C. R8062 - THE MINIMUM NET FREE VENTILATION AREA SHALL 8E 1/150 OF TI -4E AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. R8063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OF AiR. NOT LESS THAN A 1 -INCH SPACE SHALL SE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SWEET N2 FOR ROOF VENTILATION C4L.CUL.ATiONS AN1D LOCATIONS 31'2X9A/4LVL J///// / ///;. CONT. DSL. TOP PLATE R -IO RI61D INSULATION et EXTERIOR SIDE OP WALL (SHADED AREA) LSTA36 - HDR 4 SILL TO 3x BLOCKING. 8/82.0 31/2xII'4LVL. HTS20 - BEAM TO TOP PLATE 6X6 PT POST W/ ECCQ CAP \ PB BAS 3) 2x6 51/2x12GLIB. VAULTED CLG LINE KING STUD EXTERIOR PLYWOOD TRIMMER 1-eiEADER/INSUL,4TION DETAIL NTS SOFFIT AND INSULATE AT COVERED PATiO O ta LSTA24 - BEAM TO TOP PLATE C MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAI AC2 E8i2 PER CIRC k t.l PROViAs_TTICpDpE22'X36' FOgt OVCESS AL2'CE %/ "'//// (3) 2)44 BEARING WALL ii i, i//// '71// ZZ ��/7i, //////// iii XX 6X6 PT POST W/ EPCZ CA 4 PB BASE 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMUM OF 22'x30' PER IRC SEC. 8801.1. * ACCESS HATCHES OR DOORS SHALL 8E WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTiC VENTILATION PER IRC SEC. 8806. ALL FRAMING TO COMPLY WITH IRC SEC 8802. 6. C REFER TO SHEAR WALL SCHEDULE. 12' O.H. S`0 DSC: - GIRDER TO TOP PLATE INSTALL DSC; PRiOR TO PLACING TRUSSES 4 EIPO TI -D26 HANGERS /PER TRUSS MFC:. ta 11?) N X12 ® O.H.(---( 3)2xo CP 4X12- - MANP. TRUSSES 24' O.C. LStA30 - HDR 4 SiLL TO 3x BLOCKING. 8/52.0 ROOF OVERFRAME NOTES: IRC SEC 8802.3 to O fil / 6) 2x4 - HTS 20 BEAM TO TOP PLATE 6x6 P.T. POST W/ ECCQ CAP 4 LCB BASE / / / / / I 5)2x4 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 OF THE RAFTER (FULL COVERAGE AT RIDGE, 141P5 AND VALLEYS). ROOF FR,4M I NG FLAN FRAMING NOTES: 1. ALL MULTIPLE JOISTS OR BEAMS MUST 8E BOTH GLUED AND NAILED W/Scl NAILS * 24' O.C. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 4 x 12 CC a .1 Ci IL CANTILEVER 2. ALL HEADERS TO BE 4x8 DF +'2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W/R-10 RIGiD INSULATION. 3. SOLID BLOCK BENEATH ALL POiNT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT 8Y 'SOLID BLOCKING OR 8Y ANOTHER APPROVED METHOD. 5. o MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE REFER TO SHEAR WALL SCHEDULE. SEGONr, FL.00RSAMIN LAN 03 NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED CiTY OF TUKWIL DEC 0 5 2018 PERMIT CENTER A z sO.I 11AlkICE N 11 2G19 {{h� of Tukwila NG DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R Date: UJ/ IN 36" AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIC1-IT FITTING TRUSS BLOCKING 2x8 FASCIA 5OARD 1/16" LP FLAMESLOCK FIRE RATED O85 SHEATHING WATER BARRIER 2x6 STUDS' 16" O.C. UJ/ R-21 FI5ERGLASS INS. EXTERIOR EXTERIOR FACING fro" 5/8" TYPE "X" GW5 APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 -1/S" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALLBOARD JOINTS MUST 5E COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER 1-1EADS COVERED UJ/ JOINT COMPOUND. 51/2" T1 -I I CK, NOMINAL 2.5 PCF DENSITY UNPAGED MINERAL FIBER BATT INSULATION, FRICTION FIT BETWEEN UJOOD STUDS INTERIOR • 2x' STUDS la 16" O.C. WIttatitZWEStii2XL•12924WZNEMMINSMWSNATMZIZSZAVIMMWRZSAM927DERIIMGANWZAWealcaftENWIMMAJ 5/8" TYPE "X" GW5 APPLIED VERTICALLY AND NAILED TO STUDS UJ/ MIN. 1 VS" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. WALL5OARD JOINTS MUST 5E COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LP5/UJA 60-01 MIN. 1/1W" CATAGORY LP FLAMESLOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. F 113ER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 67. STEEL SIDING NO SCALE MIN. r'Xro PT POST i/fro" LP FLAMESLOCK FIRE - RATED OSB 61EATI-LING 548' TYPE 'OX'' GYP SI -IT 1G SIDING OR TRIM PER PLAN POST DE?�I,�FOR�ST� LICtURES L FROM PSROP�ERtY LINE NO SCALE. AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS 5LOCKING �-- FASCIA BOARD 2x STUDS PER PLAN -1/18" SHEATHING SIDING PER PLAN NO SCALE 2x SCREENED EAVE VENT BLOCKS W/(4) 21"8' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. EAVES 4 WALL WITHIN 51-011 OF PROPERTY LINE PER IRC 302 4 TALE R302.1 COMPOSITION ROOF W/ 301 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. 85052.8.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 STUDS 6 16' OC. 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. 81:, IOU 515 V! EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE 8302.1 ATTIC SPACE t�'TI ENTILATION 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. • • • • • • STAIR NOTES: PER IRC R31L1 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 RUN TO BE 10'. MMII' M HEAD HEIGHT t0 BE 6'-8'. MNIIMLPt STAIR WIDTH TO BE 36'. PROVIDE CONTINUOUS HAND RAIL 34' TO 38' OFF MAD NOSING AND MUST EXTEND BEYOND BOTTOM I�cAP. PROVIDE GUARD RAILS AT LANDNGS MNIIMUM 36' HIGH W/ CLEAR SPACE • I4ANDGRIP PORTION CF HANDRAIL SHALL BE NOT LESS 11/4' NOR MORE 'THAN 2' IN CROS SECTIONAL. PIM. • WINDING TREADS PER IRC R311.152.1 • SPIRAL STAIRS PROVIDE MN 1 1/2' RUN • A POINT 12' FRal WHERE TREAD IS NARROUE5T PER IRC R3111.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN BIDE 1' PT RISERS P.T. 2X12 TREADS TO STRINGERS 36'X36' MN. LCp CP 112, _J z 4' SPHERE SHALL NOT PASS THROUGH ti 4 HANDRAILS WILL BE RETURNED OR SHALL TERMINATE IN NOEL POST OR SAFETY TERMINALS PER IRC R31L1B2 HANDRAIL TO BE PRESENT CN ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION CP HANDRAILS HAVE CIRCULAR CROSS SECTION CFI ' MIN. 4 2' MAX. EDGP_S SHALL. HAVE A MIN. RADIUS OF 110. C. ALL REQUIRED GUARDRAILS TO ME 36' MN. IN 14EIGHT. to, OPENINGS FOR REQUIRED GUARDS ON THE SIDES OF STAIR TREADS SHAU. NOT AU.GW A 6PWEI E 4 Nan (Wm) TO PASS THROUGH. INN I� MAX 5; 2X4 THRUST BLOCK INTERIOR GCK ISTS PER PLAN DBL JSt 141.1212 MIL. HANGERS AT EA. STRINGER MANUF TRUSSES 24'O.C. 4' CONCRETE SLAB SLOPE TO DRAIN MASTER BATH 4' BARS 1S' OC. NOOK IR -58 INSULATION HIGH PENSI1 KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUB -PLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR i SIZE AND SPACING) BE7ROOM 2 --i TYP. INT. WALL (2)2x /OGW8 2x4 STUD • 16' O.C. 2x4 150T. IE R-461 INSULATION • • • i • i tHi9.)C BATH STU17Y BONUS ROOM FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SU8-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) Cf { 6' SPHERE UNABLE TO PASS OU H OPENNG BELOW STAIR INSTALL by' GU113 CEILING, AND WA1.L.8 (3) 2X12 BTRINGEIRS FIRE ELOCKNG a MID -SPAN AND IN STD U41.I.S ALONG AND IN LINE WM4 STI¢ N ERS P AREA UNDER STAIRS 16 UNFEJISHED AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DEAF ('STOPPING PER SEC. 302.11 4 302.12 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING PURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS 8. 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. R3021 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. It CRAIALSPAC.E COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. (-4D5UILZ)ING SECTION 3/8"=1'-O" &AR)4GE USE 1/2' GWS ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB TIGI4TL INE FOUNDATION DRAIN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP UJ/ FILTER FABRIC NO SCALE CO: QUI STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER z c., • zsn • •;• 3 a4 00 p 00 • zoQ 0-4 EV FOR N1122019 of Tukwila INC DIVISION 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R Date: 11-1-18 5 r L� 110V -51). 110V 0 S.O. UPPER FLOOR ELEGTRIGAL LTJ -1io / INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARtIFICIAL LIGHT SOURCE t0 ILLUMINATE THE LANDINGS AND TREADS, STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOL -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. )<DI- WP O \ / "DI J / / \-4e). 0 0 L 0°0 1 / / / 1 1 \ CLG OUTLET WP CLG 0 OUTLET MAIN FLOOR ELECTRICAL 1/4"= 011 �C6....tNi,...:: FOP. CODE COMPLIANCE PLIANCE RECEIVED CITY OF TUKWILA DEC 052018 PEWIT CENTER R JAN 11 2019 City of Tukwila BUILDING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (YTOS) 4 LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 1BACV KUBATTERY CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBS EXT. FAN VTOS 4 `�J"0-1/C 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser .must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-3R Date: 11-1-18 "so ENE4L STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD DEAD LOAD FLOOR LIVE LOAD DEAD LOAD WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kms, = 10 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: SEISMIC DESIGN CATAGORY: D 56 = 1.5 - IBC FIGURE 16133(1) Sri = 1.0, IE = 1.0, R=6.5 Ce 0.154 25 PSF (SNOW) 15 PSF 40 PSF (RESIDENTIAL) 10 PSF INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A 50IL5 ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED) BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE 61-IALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAYING 4 MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM F'c = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOWN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE ON J015. SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL 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 SHOUJN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS lye " 11/2" 05 AND SMALLER) 2" (*6 AND LARGER) 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS PP2 OR BETTER 2x FRAMING I-1 2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL UJOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AUJPA M4. MAINTAIN MINIMUM 6" CLEAR !BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN 8" CLEAR BETUJEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION IBC 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST UJOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO UJOOD WITH PROPER NAILS AND ALL HOLES 51-IALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED UJOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/RITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F -V4 (Fb = 2,400 P5I) 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 LARGER THAN 1/" DIAMETER RITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO E3E SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb = 2,600PSI, E =1,s0�,000 P51). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO. 08615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 OF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TUJO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 1661 a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d a 8" O.C. SWEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE AN RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 8d a 6" O.C. UNLESS NOTED OTHERWISE. ALL 51 -EAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d 6 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LST424 CONNECTOR UN.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UNA. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZD BOX NAILS AT 6" 0.C. AT ALL SUPPORTED EDGES AND ad COMMON OR GALVANIZED 80X NAILS AT 12"OC. AT INTERIOR SUPPORTS. APPLY 2 RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF 4 PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRUSS ENGINEER 51-IALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOAD5. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERF01 THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE J015 SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY. BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS NAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOUN ARE TYPICAL AND SHALL 8E USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOUJN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) 1/2" CDX 8d 6 6" 0.C. Si8" e 60" 0.C. Qa I l = 230 PLF A> OR 0515 1/2" CDX 8d 6 4" OC. 54" 6 32" O.C. Qa I I = 350 PLF E> OR OSB I"2" CDX ad 6 3" O.C. 5i8" 16" D.C. Qa Il = 450 PLF © OR OSB USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS 1;> SEE DETAIL 12 / 62.0 FOR CONSTRUCTION NOTES 1) ALL WALLS DESIGNATED ' ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" 0.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM 4153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TUJO (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 T' 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" O.C. STAGGERED. �4LVI. '4 4xlm / - 34 x 9 -n i 7 4x72 LSTA36 - I4DR 4 SILL TO 3x ELOCKMG- (TYP. 2 PLACES) LSTA24 - BEAM TO TOP PLATE J LSTA36 - 14DR 4 SILL TO 3x BLOCKIt: aro 2 PLACES) L 1 / / UPPER FLOOR A = 1,558 SQ FT DSCS - GIRDER tb TOP PLATE x II14 LVL ti / / if12GLB / A\1- LSTA24 - BEAM TO TOP PLATE 514 x II LVLT MAIN FLOOR A = 1,244 SQ FT r%, 0\4/ 7,, 1 5'�4 x IIy4 L Q ,,„,„,„ „„„,„,„,„ A A=511SQFT x15GUS 4x12 ,t) 4x12 STEM WALL 2'-0" • • •.a -4 CONTINUOUS FIG. REINFORCEMENT 1'-0" _J, MINIMUM 2 MAX STEPPED FOOTING DETAIL WALE: 4' • 11-0' MSTC40 HOLDOUN. ALIGN WITH EMBEDDED STHD TYPE HOLDOUN BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH WALL ABOVE UN.O. I6d ®16' O.C. SOLE PLATE NAILING. 34" SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UNA. MAINTAIN MIN. It' END DISTANCE 2 x 6 STIR a 16" O:C. USE DBL MUD 0 ENDS OF SHEAR WALLS 4 HOLDOUNS. 10'-0' MAX 2x NAILER AND PT SILL w/ 4104 ANCHOR BOLT 4 3" x 3' x 140 WASHER AT 5'-0" O.C. M.O. (ALT. MASA a 48" O.C) STI -ID TYPE HOLDOUN PER PLAN. •4BAR 010"OC.-H0R11 2'-0" '4LBAR s 16' o.C• - VERT. MAXIMUM 6'-0" MAX FINISH GRADE 18" MN 80 111 •4 BAR CONTINUOUS MINI`11m (TYP of 2) CRIPPLE WALL WITIH BACKFILL FOUNDATION SCAB 24" • r-0" • jj CODE CC!,;:.:,►,LIANCE JAN 11 2019 City of Tukwila BUILDING DIVI BION O 038E RECEIVED CITY OF TUKWILA DEC 0 5 2018 PERMIT CENTER COPYRIGHT 201S, SEGA ENGINEERS 0 v els D • Black Diamond, Washington 98010 a PI 4 a Pc) N cm M w CA CA CQ CMcp I�i (380) 888-1017 z 1: —t 51 JOB 11-016. 1/2" RATED SHEATHING 8de6"OC GABLE END TRUSS. EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d 4" 0.C. 2x BLOCKING w/ 16d 6 8" OC. 1/2" RATED SHEATHING TRUSS PER PLAN 2x BLOCKING w/ (2) 8d TO STUD EACH END SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STARED 2x FRAMING PER PLAN. (BEAM AT SIM) DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" O.C. STAGGERED. A35 6 48" O.C. (USE 24" O.C. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR 6 48" O.C. SECURE w/ A34 EACH END. 2x STUD PER PLAN SHEATHING 4 NAILING PER PLAN OR 514EAR WALL SCHEDULE. 2x STUD (NOT a SIM) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES SCALE: 1" • 1'-0" ROOF FRAMING 6 GABLE END SCALE: 1" • 1'-0" LOWER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • 1'-0" DRAG STRUT CONNECTION 52.0 SCALE: 1" • 11-0" NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. MSTC HOLDOWN STRAP PER PLAN SOLID RIM JOIST 2x BLOCKING SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING (3) 8d JOIST -TO -TOP PLATE UN.O. MAINTAIN MIN. I1/2" END DISTANCE. 2x JOIST PER PLAN 2x STUD " SUBFLOOR \_.3x BLOCKING. EXTEND (2) BAYS (24" MINIMUM) OR TO CORNER. (TYP) TRUSS OR RAFTER PER FLAN 2x NAILER OR TRUSS w/16d68"O.C. JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 61 6" O.C. STAGGERED. ROOF FRAMING 6 SHEAR WALL FRAMING AT INTERIOR SHEAR WALL SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOWN PER PLAN 8d a 6" 0C. UNO MSTC HOEDOWN STRAP PER FLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE 16d e 8" O.C. SOLE PLATE NAILING. RIM JOIST w/ (3) I6d 6 EACH JOIST 3x BLOCKI (TYP) CODE COT.,1PLFOR IANC LUS HANGER BY TRUSS SUPPLIER TRUSS PER FLAN. SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1" • 1'-0" JAN 112019 LSTA24 STRAP (FAR SIDE) TRUSS OR RAFTER (SIM ONLY) LUS HANGER JOIST PER PLAN LUS HANGER BEAM PER FLAN JOIST PER PLAN (USE DBL w/ LUS210-2 6 HOLDOWN) 2x BLOCKING w/ 435 FRAMING ANCHOR TO TOP PLATE. LUS HSR BY TRUSS SUPPLIER 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 16" 'MINIMUM NAIL SHEATHING TO HDR w/ 8d 6 3" O.C. EACH WAY. FASTEN TOP PLATE TO HEADER w/ (2) ROWS I6d AT 3" O.C. BEAM PER PLAN + SI -IEA WALL FRAMING AT FLUSH BEAM SCALE: I" • 1'-0" 10 FLOOR FRAMING 6 CANT. JOIST s2.0 SCALE: 1" • 1'-0" + + (2) 2x STUDS (TYP.) 4x BLOCKING a MIDDLE ;/ 24"- IF REQUIRED. 8de6"OC. SUBFLOOR PER PLAN 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. 2x STUD PER FLAN. USE MINIMUM , (2) 2x STUD 6 ENDS OF SHEAR_ WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x ST1.05. 16d 9 16" OC. SOLE PLATE NAILING. 10'-0" MAXIMUM ++ ++ ++ ++, +t ++ + 4+ ,+ t+ + + SHEATHING 4 NAILING PER FLAN. SPLICE TO OCCUR ON- COMMON MEMBER OR BLOCKING. 2x4 GUSSET EA SIDE w/ (8) I6d (ALT. METAL CAP) 2x4w/(8)I6d AT BEAM PLICE. (NOT A METAL CAP) 34" SHEATHING ANCHOR BOLT w/ 3"x3"x1/4" WASHER SEE SCHEDULE FOR SIZE 4 SPACING.USE 5/8". AT 60" O.C. U.N.O. 2x PT SILL 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER PLAN OR SCHEDULE 1/2" RATED 514EATHING (24/0 EXP 1) NAIL w/ (2) ROWS 8d 6 3" O.C. AT PANEL EDGES. 4x4 PT POST (4x6 AT SPLICE) MAB ANCHOR (ALT. A34 ANCHOR TWO SIDES) 6" MIN. (NOT a FINISH GRADE 12" MAX. (S.O.G. e SIM.) 4 =AR - HORIZ. 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER + + FWD HOLDOWN PER PLAN. 4 L BAR a 24 OC. - VERT. FINISH GRADE OR SLAB ON GRADE 1 TOP OF STEM WALL ELEV. VARIES + + + + STHD HOLDOWN 11 -PER PLAN M 1, 8"O l'-6' MIN 4'-0" MAX. T 8" *4 BAR CONTINUOUS 4 FINISH GRADE 1' 4" 1'-4" 2x FT SILL w/ ANCHOR BOLT 43"x3"x1/4 WASHER PER PLAN OR SCHEDULE. USE 8/8".e60"OC.MIN. *4 LBAR e 24" OC. - VERTICAL STHDI4 HOLDOWN UNO. *4 BAR CONT. (TYP. (2) 2x PLATE. (NAIL SHT'G TO EA PLATE) D1g 0322.20 -2x PT SILL (2) 5/8". ANCHOR BOLT w/ MIN. EMBEDIENT 4 3" x 3" x 1/4" GALVANIZED iE WASHER FOUNDATION PER PLAN. -MIN. 8" THICK STEM WALL w/ BAR HORIZ. TOP 4 BOTTOM. PORTAL FRAME PANEL RECEIVED SCALE: NONE FLOOR FRAMING AT CRAWL SPACE SCALE: 1" • 1'-0" FOUNDATION AT CRAWL SPACE SCALE: 1" • 1'-0" CITY OF TUKWILA DEC 0 5 2018 COPYRIGHT 201E', Weia i:WMERS JOB 11-016