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Permit D18-0392 - TIEN LE RESIDENCE - NEW SINGLE FAMILY RESIDENCE
TIEN LE RESIDENCE 4036 S 126T" ST FINALED 3/26/2022 DI 8-0392 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 7340600485 12602 41ST AVE S Project Name: TIEN LE RESIDENCE COMBOSFR PERMIT Permit Number: D18-0392 Issue Date: 6/19/2019 Permit Expires On: 12/16/2019 Owner: Name: LE TIEN+VUI NGUYEN Address: 3850 S 126TH ST, TUKWILA, WA, 98168 Contact Person: Name: TIEN LE Address: 3850 S 126 ST , TUKWILA, WA, 98168 Contractor: Name: AFFIDAVIT -TIEN LE Address: License No: Lender: Name: TIEN LE Address: 3850 S 126 ST , TUKWILA, WA, 98168 Phone: (206) 778-2655 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCT NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE DRIVEWAY, EROSION CONTROL, STORM DRAINAGE, LAND ALTERING, STREET USE. Project Valuation: $208,792.69 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: 102 Electrical Service Provided by: TUKWILA Fees Collected: $10,825.52 Occupancy per IBC: R-2 Water District: 125 Sewer District: VALLEY VIEW,TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 40 Fill: 50 Number: 0 No Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. AH 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: �„/ Date: a/ /9 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: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: 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). 4: 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) 5: 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) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***BUILDING PERMIT CONDITIONS*** 10: 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. 11: 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. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 16: All wood to remain in placed concrete shall be treated wood. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 18: 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. 19: 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. 20: 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. 21: 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). 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: Preparation before concrete placement: Water shall be removed from place of depos.ot 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. 24: 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. 25: ***MECHANICAL PERMIT CONDITIONS*** 26: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 27: 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. 28: Manufacturers installation instructions shall be available on the job site at the time of inspection. 29: 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. f 7 30: 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. 31: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 32: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 33: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 34: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 35: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 36: 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. 37: 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. 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 44: 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 45: ***PUBLIC WORKS PERMIT CONDITIONS*** 46: Call to schedule mandatory pre -construction meeting with Mr. Scott Moore, Public Works Inspector, (206) 433-0179. 75: The developer shall retain the Ages Engineering, LLC, a geotechnical and Environmental Services LLC @ (253) 845-7000 to provide monitoring and testing services for geotechnical related work during construction. 47: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 48: 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. 49: 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. 50: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. C� D 51: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 52: 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. 53: 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. 54: 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. 55: Any material spilled onto any street shall be cleaned up immediately. 56: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 57: 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. 58: The Land Altering Permit Fee is based upon an estimated cubic yards of cut and 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. 59: The Land Altering Permit Fee is based upon an estimated cubic yards of excavation. If contamination is detected, the land altering quantity and permit fee will change. The applicant will be required to calculate final quantities and pay the difference in permit fee prior to the Final Inspection. 60: 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. 61: 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. 62: All private storm drain pipe shall be either concrete or reinforced ADS pipe. Treated corrugated metal pipe may be used for detention facilities. 63: Pre -construction storm drainage patterns shall be met during and after construction. 64: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 65: 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. 66: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 67: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 68: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 69: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 70: Geotechnical Engineer/Soils Engineer shall provide certification of trench backfill to the Public Works Inspector. Trench backfill shall be per 2012 WSDOT Standard Specifications for Road, Bridge, and Municipal Construction. (No native backfill unless approved by the City Engineer.) 76: Prior to final permit sign -off the geotech engineer of record shall certify in writing that the project site works was constructed in accordance with Ages Engineering, LLC geotech reports. 71: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4 -inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1 -inch water meter with a 1 -inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 72: Maintain emergency, pedestrian, and vehicular access to buildings, trails and transit at all times. 73: 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. 74: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 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 TUI WILA Community Development Department Public Works Department Permit Center 6300 SouthcenterBlvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. - 039 Z Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: 734 O 600 4 Site Address: I/ $ X S. I•?6 S% '1y k J /pr KJft q l6 9 PROPERTY Name: Le OWNER Name: VA.: 4401.0"1 Address: 3ir0 s, 116 Si— -City:17.0.-.): Address: City: 17.0.-.):/4 State' City: 14 Ko 1 ii State: 14.) iv zip: etgl6j3 CONTACT PERSON — person receiving all project communication Name: Le Address: Address: 3ir0 s, 116 Si— -City:17.0.-.): /VC City: 15 ..,42 - ()NA— state: H1- Zip:9goa to City: 17.0.-.):/4 State' Zip:Ail6lir Phone`go0) 7 78-Z6 ff-Fax: Email: -h.e )/e git/0ccD'JAHsv.c Phone: GENERAL CONTRACTOR INFORMATION Company Name: Address: Address: 12a4 11 f*4 fI✓-g- /VC City: 15 ..,42 - ()NA— state: H1- Zip:9goa to Phoney. (.206) 6.14— 303 GFax. City: State: Zip: Phone: Fax: Zip: 4* Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: R _: h'idmvc- :�N � � (W Architect Name: ) DVed pee k Address: 12a4 11 f*4 fI✓-g- /VC City: 15 ..,42 - ()NA— state: H1- Zip:9goa to Phoney. (.206) 6.14— 303 GFax. Email: Av:61 . pec. kc_ _ as n/tAis. c...*. . ENGINEER OF RECORD Company Name: C a ll y ‘3, 67.eil ,, ti_ c_ Engineer Name: chop meiJ (4,../ p E , Address: n. 0. Qax f 2 Q 3 (( City: ce!k 1/..0._ State: wA_ Zip: 6w°,f Fax: Phone:( 6) /t l l --ill-6 \ Email: n G M cA4/ _ G,2 M 4 e 4.441. . rnv,.- LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: __..7-7,6,.../ C Address: 3/ 3 s 1 2(, r City i k,1A State:IQ Zip: 4* H:\AppIication,\Forma-Applications On Linc12011 Applications Combination Parrot Application Revised 8-9-11.doex Revised: August 2011 bb Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 1/01 a o o . w Scope of work (please provide detailed information): C ovtsi%l..,--'f V w ys b. '►1�-.�j 2c -r) 14, ce- DETAILED c-')1/ce- DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1' floor S'4 3 S_ C•f' - 2°d floor 9 �'g k St. r -t - Garage carport ■ 3 GG s 9 . r4- fiDeck Deck— covered ■ uncovered ■ d Total square footage / 4 d 7 S q . fr GR,, o. Aft- 36r So . C4-- o a Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinlder 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 $ 400 D fuel type: 0 electric gas 1 furnace <100k btu [ appliance vent 14 ventilation fan connected to single duct thermostat __�__ wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 40 o o tP bathtub (or bath/shower combo) bidet clothes washer ___1_ dishwasher 1 floor drain shower _,51 lavatory (bathroom sink) _ sink water closet _i__ water heater (gas) lawn sprinlder system gas piping outlets H:1AppliwtionsWonm-Applications On L nc\2011 ApplicationslCombination Pamit Application Revised 8-9-11.doca Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ... Water District #125 0 ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline $....Valley View ❑ .. Renton ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): JRJ ...Civil Plans (Maximum Paper Size — 22" X 34") gTechnical Information Report (Storm Drainage) n'.. Geotechnical Report ❑ ...Hold Harmless — (SAO) ...Bond ❑ .. Insurance ❑ . Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ...Right -Of -Way Use - Potential disturbance RI .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way..$] ...Total Cut ...Total Fill elf( 3m 21...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards 0 .. Work In Flood Zone 0 .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Curb Cut 0 .. Utility Undergrounding ❑ .. Pavement Cut ❑ .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: city State Zip H:NpplicatimncTorn-Applicatioaa On Line\2011 AppticationsTombieation Permit Application Revised 8A-11.doat Revised: August 2011 bb Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER 0 UTHORIZED AGENT: Signature: Date: 142/ /42-0 / $ Print Name:/e.✓ t Mailing Address: C. 12 C rr- Day Telephone( 0?0 6) 72 8 - 2 C8 H:Wppluations\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 71 et() Le PERMIT # ,616 -0392 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE $250 (1) 2. Enter total construction cost for each improvement category: Mobilization 1 , o� Erosion prevention ro o, cr‘J Water/Sewer/Surface Water boa, va9 Road/Parking/Access ©oo, A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 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) 3 Eva, go, oN.1 5. Enter total excavation volume 410 Enter total fill volume S �, cubic yards cubic yards $ go. a-0 (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 —1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1' 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees $144 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ go. 61 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 FeeRE C E I V E D CITY OF TUKWILA Approved 09.25.02 Last Revised 01.01.19 1 MAY 17 2019 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 $ 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. (7) $ (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 lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 (9) Cash Register Receipt Receipt Number City of Tukwila 817937 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $8,990.75 D18-0392 Address: 12602 41ST AVE S Apn: 7340600485 • $8,990.75 DEVELOPMENT $2,715.05 PERMIT FEE R000.322.100.00.00 0.00 $2,486.86 PLAN CHECK FEE R000.345.830.00.00 0.00 $31.69 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $95.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $95.00 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R104.345.851.00.00 0.00 $2,859.00 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 $1,140.38 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PERMIT ISSUANCE 8000.342.400.00.00 0.00 $23.50 FILING AND RECORDING FEES R000.345.890.00.00 0.00 $103.00 TECHNOLOGY FEE $152.32 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R17937 R000.322.900.04.00 0.00 $152.32 $8,990.75 Date Paid: Wednesday, June 19, 2019 Paid By: VUI NGUYEN Pay Method: CHECK 2578 Printed: Wednesday, June 19, 2019 10:52 AM 1 of 1 SYSTEMS DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $1,834.77 D18-0392 Address: 12602 41ST AVE S Apn: 7340600485 $1,834.77 DEVELOPMENT $1,584.77 PLAN CHECK FEE R000.345.830.00.00 0.00 $1,584.77 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TOTAL FEES PAID BY RECEIPT: R16164 $1,834.77 Date Paid: Wednesday, December 19, 2018 Paid By: VUI NGUYEN Pay Method: CHECK 2561 Printed: Wednesday, December 19, 2018 10:08 1 of 1 AM -- SYSTEMS Flft x Tien Le Single -Family Residence 12602 41' Avenue S. Tukwila, Washington 98168 Technical Information Report REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 • City of Tukwila BUILDING DIVISION Prepared By: C2MY Engineers, LLC. PO Box 52883 PH: (206) 451-7856 Contact: Choomeng Chin, PE 206-451-7856 cmchin. c2myna,gmai 1. com October 01, 2018 Revised: May 16, 2019 COR��C {ON LTRi "km REVISION NO,_L- RECEIVED CITY OF TUKWILA HAY 2 0 2019 PERMIT CENTER Prepared For: Tien Le 3850 S 126th Street Tukwila, WA 98168 Contact: Tien Le 206-778-2655 tienle98106(a yahoo.com 0\g- o'Sql TIR 1824 TABLE OF CONTENTS I. PROJECT OVERVIEW 7 II. CONDITIONS & REQUIREMENTS SUMMARY 22 III. OFFSITE ANALYSIS 26 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN — ON-SITE STORMWATER MANAGEMENT — MR#9 30 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN 34 VI. SPECIAL REPORT AND STUDIES 38 VII. OTHER PERMITS 42 VIII. CONSTRUCTION STORMWATER POLLUTION PREVENTION (CSWPP) ANALYSIS AND DESIGN 46 Construction TESC Best Management Practices (BMPs) 46 Contacts 50 IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT 53 X. MAINTENANCE AND OPERATION MANUAL 57 APPENDIX 63 DECLARATION OF COVENANT AND EXHIBITS: 65 GEOTECHNICAL REPORT: 71 C2MY 3 G:/Proj ects/2018/1824tir.doc TIR 1824 SECTION I PROJECT OVERVIEW C2MY 5 G:/Projects/2018/1824tir.doc TIR 1824 I. Project Overview This Technical Information Report (TIR)/Drainage Assessment provides the technical information and design analysis required for preparing Drainage Plan for the proposed redevelopment of single family lot. This project will follow the 2016 King County Surface Water Design Manual (KCSWDM) as required and adopted by City of Tukwila. The proposed site is located within city of Tukwila on the north side of S 126th Street and east side of 42nd Avenue S., Tukwila (see Figure 2 — Vicinity Map). The site is vacant and bounded by SR599 to the east. The total site is approximately 90,995 s.f. (2.089 +/- acres). Existing Drainage System Presently, the project site consists of vacant land with steep slope to the east to SR 599. Open area consists of trees and ground cover. The existing ground slopes approximately 40% and greater for the majority of the site to the east except portion of the site at the west property line where it slopes southeasterly approximately 10%. (See Figure 4, Existing Site Map). Existing runoff follow the current contours sheet flow from west to east and to southeasterly. Proposed Drainage System The development of the site will keep the existing drainage patterns. All runoff will continue to sheet flow easterly and southeasterly direction. The runoff from the proposed impervious area roof area will be collected via roof drain tightline and route to a dispersion trench with vegetated flow path. The driveway runoff will be combined the proposed dispersion trench. The flow path will be set back 10' minimum from the top of the steep slope. According to the soil report prepared by GEO Group Northwest Inc. dated October 21, 2003, the site consists of Recessional Outwash (Qsro) and underlain by Vashon till soil, which classified as SCS Hydrologic Soil Group C and KCRTS Soil Group as till soil. The soil is moderately well drained and water seepage was not observed to the depth of 4 feet. See Geotechnical Engineering Report prepared by GEO Group Northwest Inc and supplement soil report by Ages Engineering, LLC, dated July 30,2018. The proposed improvement will have a roof area of 1,232 sf and driveway area of 432 sf for a total impervious area of 1,664 SF. The proposed disturbed area is approximately 4,599 s.f. The undisturbed and pervious area will be 86,396 SF. See page 25 for Areas Summary. C2MY 7 G:/Projects/2018/1824tir.doc TIR 1824 C2MY 8 G:/Projects/2018/1824tir.doc TIR 1824 FIGURE 1: TIR WORKSHEET KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner Tien Le Phone: ,{206) 778-2655 Address: 3850 S 126th St., Tukwila. WA 98168 Project Engineer Choomeng Chin, P.E. Company C2MY Engineers. LLC Phone 206-451-7856 Part 3 TYPE OF PERMIT APPLICATION ❑ Landuse ( Subdivison / Short Subd. / UPD ) O Building ( NYE / Commerical / SFR) © Clearing and Grading ❑ Right -of -Way Use ❑ Other Part 2 PROJECT LOCATION AND DESCRIPTION Project Name: Le SFR DDES Permit # Location Township 23 N Range 4 E Section 10 Site Address: 48xx S 126th Street, Tukwila, WA 98168 Part 4 OTHER REVIEWS AND PERMITS ❑ DEW HNA 0 Shoreline ❑ COE 404 Management ❑ DOE Dam Safety 0 Structural ❑ FEMA Floodplain Rockery/Vault/ ❑ COE Wetlands 0 ESA Section 7 ❑ Other Part 5 PLAN AND REPORT INFORMATION Technical Information Report Site Improvement Plan Plan Type( Check one) Date (include revision dates): Date of Final: (Engr. Plans) Full Modified Simplified • Full MI Type of Drainage Review FI Targeted • (check one): • Simplified • • Large Project • Directed Date (include revision date): Date of Final: Part 6 SWI)M ADJUSTMENT APPROVALS Type (circle one): Standard / Experimental / Blanket Description: (include conditions in TIR Section 2) Approved Adjustment No: Date of Approval: 2016 Surface Water Design Manual 1 4/24/2016 C2MY 9 G:/Projects/2018/1824tir.doc TIR 1824 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Start Date: Yes / No Describe: Special District Overlays Drainage Basin: Duwamish River Completion Date: Stormwater Requirements: Sensitive Lake Treatment Area/Basle water quality Re: KCSWDM Adjustment No. Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan Special District Overlays Drainage Basin: Duwamish River Stormwater Requirements: Sensitive Lake Treatment Area/Basle water quality Part 9 ONSIT1 AND ADJACENT SENSITIVE AREAS • .River/Stream l4 Steep Slope • Lake ■ Erosion Hazard • Wetlands • Landslide Hazard ❑Closed Depression • Coal. Mine Hazard ❑Floodplain ❑Seismic Hazard ❑Other ❑Habitat Protection ■ Part 10 SOILS Soil Type Slopes Recessional Outwash overlain Vashion Till 1O%->40% Erosion Potential Low • High Groundwater Table (within 5 feet) • Sok Source Aquifer • Other • Seeps/Springs • Additional Sheets Attached 2016 Surface Water Design Manual 2 4/24/2016 C2MY 10 G:/Projects/2018/1824tir.doc TIR 1824 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part::__ 11 L)RAINAGE DESIGN MATIONS REFERENCE ■ Core 2 —Offsite Analysis LIMITATION / SITE CONSTRAINT V' Sensitive/Critical Areas • SEPA ■ Other ■ CI Additional Sheets Attached Part 12 fIR SUMMARY SHEET (provide one T1R Summary Sheet per Threshold Discharge AiC_ a) Threshold Discharge Arca: (name or description): Panhandle Core Requirements (al] 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 date: Flow Control (incl. facility summary sheet ) Level: I / 2 / 3 or Exemption Number ) Flow Control BMPs: Dis rsion, infiltration and Soil Amendment Conveyance System Spill containment located at: N/A Erosion and Sediment Control/ CSWPP/CESCLJESC Site Supervisor: Construction Stormwater Pollution Prevention Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liahility Water Quality Type: Basic / Sens. Lake 1 Enhanced Basic / Bog (include facility summary sheet) or Exemption No. N/A Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 1.00 -year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: NA 2016 Surface Water Design Manual 3 4/24/2016 C2MY 11 G:/Proj ects/2018/ 1824tir.doc TIR 1824 KING COUNTY. WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Source Control Describe land use: (comm./industrial land use) Describe Single Family any structural controls: N/A Oil Control High -use Site: Treatment BMP: Maintenance with whom? Yes / No Agreement: Yes I No Other Drainage Structures None Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION 0 Clearing Limits 0 Cover Measures 0 Perimeter Protection ❑ Traffic Area Stabilization 0 Sediment Retention ❑ Surface Water Collection ❑ Dewatering Control ❑ Dust Control ❑ Flow Control 0 Protection of Flow Control BMP Facilities (existing, and proposed) ❑ Maintenance BM.PstManage Project MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION 0 Stabilize Exposed Surfaces 0 Remove and Restore Temporary ESC Facilities 0 Clean and remove all silt and debris, ensure operation of Permanent Facilities, restore operation of Flow Control BMP Facilities as necessary 0 Flag Limits of SAO and open space preservation areas 0 Other Trees Protection • Infiltration Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description • Detention • Infiltration • Biofiltration • Regional Facility • Wetpool • Shared Facility • Media Filtration Q Flow Control BMPs ■ Other Dispersion Trench ■ Oil Control ❑ Spill Control ❑ Flow Control BMPs ■ Other 2016 Surface Water Design Manual 4 4/24/20161 C2MY 12 G:/Projects/2018/ 1824tir.doc TIR 1824 KING COUNTY. WASHINGTON, ISURFACE WATER DESIGN MANUAL I bCHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16, STRUCTURAL ANALYSIS ij Cast in Place Vault U Retaining Wall u Rockery > 4High u Structural on Steep Slope Other • Drainage Easement • Covenant • Native Growth Protection Covenant. • Traci Other u Part 17 SIGNATURE OP PROFESSIONAL ENGINEFR I. or a civil engineer under my supervision. have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report_ To the hest of my knowledge the information provided here is accurate V 10/01/2018 Sienea/Date 2016 Suriace Water Design Manual 4/24/2016 5 C2MY 13 G:/Projects/2018/1824tir.doc TIR 1824 S t25 $ I Z6th St E3 S itch St m 43 FIGURE 1: VICINITY MAP SCALE: NTS C2MY 14 G:/Projects/2018/1824tir.doc TIR 1824 FIGURE 2: KING COUNTY CONTOUR MAP SCALE: NTS C2MY 15 G:/Projects/2018/1824tir.doc • • TIR 1824 SOUTH 126TH STREET FIGURE 3: PARTIAL EXISTING SITE CONDITIONS MAP (NTS) C2MY 16 G:/Propects/2018/1824tir.doc • TIR 1824 1:0 X FIGURE 4: PROPOSED SITE DEVELOPMENT MAP (NTS) C2MY 17 G:/Projects/2018/1824fir.doc TIR 1824 nd at et by APPR:7YNATE :ALL W FEE- NEON ROOB IS1ISOMCE P*OMU M J FIRM FLOOD DISID *NCE HAZE NAP KING: COUNTY, WASHINGTON AND INCORPORATED AREAS NM AR K MS FIGURE 5: FEMA FLOOD MAP (NTS) MAP NUMBER Sat MBP REVISER MAT 16,1895 Rome., MfWemm. vonenotrento ornon nosy now Man nm in+awenn r tea dwe on ,no *Iv ikon nOf as urs: wo6. * omanion arson NW.. Roos ontrorce Pppane Load pada week dr. FEMA Fload Map Step at svonv MK lean. Goo C2MY 18 G:/Projects/2018/1824tir.doc TIR 1824 SECTION II CONDITIONS AND REQUIREMENTS C2MY 20 G:/Projects/2018/1824tir.doc TIR 1824 II. Conditions & Requirements Summary This site development is required to comply with current 2016 KC Surface Water Design Manual. The proposed development will add a new impervious roof area of 1,134 s.f.; 600 s.f. of on-site driveway, this is less than 2,000 s.f. of PGIS but contains steep slope area, hence, Targeted Drainage Review is required per Section 1.1.2.2 according to figure 1.1.2.A and Table 1.1.2.A for the following minimum requirements (Category 1): Core Requirements: 1. Discharge at a natural location (1.2.1): Runoff from the site will be discharged at the natural location to the north. 2. Offsite Analysis (1.2.2): Not required. Base on the existing contour map, majority site will remain undisturbed and runoff from surrounding area appears to bypass the lot and sheet flow overland downstream and roadway drainage system. No visible or know drainage issue was observed. 3. Flow Control (1.2.3): Flow control is not required. 4. Conveyance System (1.2.4): All runoff from the impervious area will be tightlined to dispersion trench to on-site BMPs. 5. Temporary Erosion and Sediment Control (1.2.5): See Temporary Erosion and Sediment Control Plan per KCSWDM requirements. 6. Maintenance and Operation (1.2.6): On-site storm drainage system is owned and maintained by the owner. See Section X for maintenance guidelines information. 7. Financial Guarantees and Liability (1.2.7): Not required as the on-site BMPs are privately maintained on-site BMP and are not serving a private road design for 2 or more lots. 8. Water Quality (1.2.8): Water quality for the driveway pavement will not be required. 9. Flow Control BMPs (1.2.9): On-site BMPs provided with dispersion trench. Special Requirements: • Other Adopted Area -Specific Requirements (1.3.1): N/A. • Flood Hazard Area Delineation (1.3.2): Proposed development is outside of the flood limit. See Figure 7 FEMA Flood Map. • Flood Protection Facilities (1.3.3): The project will not be constructing or modifying an existing flood protection facility. • Source Control (1.3.4): Provide oil -water trap in driveway catch basin. • Oil Control (1.3.5): N/A. C2MY 22 G:/Projects/2018/1824tir.doc TIR 1824 SECTION III OFF-SITE ANALYSIS C2MY 24 G:/Projects/2018/1824tir.doc TIR 1824 III. Offsite Analysis Not Required C2MY 26 G:/Projects/2018/1824tir.doc TIR 1824 SECTION IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN C2MY 28 G:/Projects/2018/1824tir.doc TIR 1824 IV. Flow Control and Water Quality Facility Analysis and Design — On -Site Stormwater Management — MR#9 Areas Summary Total Parcel Area = 90,995 s.f. (2.089 +/- acres). Existing Conditions: Pervious open area = 90,995 SF Proposed Conditions: Proposed SFR = 1,134 SF (0.0260 acs) Proposed Driveway = 600 SF (0.0138 acs) Pervious open lawn/LS = 2865 SF (0.0658 acs) Undisturbed Area = 86,396 SF+/- (1.982 acs.) Total Area = 90,995 S.F. Dispersion Trench Sizing: 10 1.f. per 1000 sf of hard surface —1734/700 x10 = 25 1.f. required. C2MY 30 G:/Projects/2018/1824tir.doc TIR 1824 SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN C2MY 32 G:/Projects/2018/1824tir.doc TIR 1824 V. Conveyance System Analysis and Design CONVEYANCE REQUIREMENTS FOR NEW SYSTEMS (1.2.4.1): The new conveyance system mainly consists of roof drain tightlines perforated pipe connection to the existing roadway storm system. All storm drains will be designed to have a minimum of 2% slope. C2MY 34 G:/Projects/2018/ 1824tir.doc TIR 1824 SECTION VI SPECIAL REPORT AND STUDIES C2MY 36 G:/Proj ects/2018/ 1824tir.doc TIR 1824 VI. Special Report and Studies See Appendix for Geotechnical Report prepared by GEO Group Northwest, Inc, and supplemental report by Ages Engineering, LLC dated July 30, 2018. C2MY 38 G:/Projects/2018/1824tir.doc TIR 1824 SECTION VII OTHER PERMITS 40 G:/Projects/2018/1824tir.doc TIR 1824 "VII. Other Permits Building permit. C2MY 42 G:/Projects/2018/1824tir.doc TIR 1824 SECTION VIII EROSION AND SEDIMENT CONTROL ANALYSIS AND DESIGN C2MY 44 G:/Projects/2018/1824tir.doc TIR 1824 VIII. Construction Stormwater Pollution Prevention (CSWPP) Analysis and Design Project Description: The project will consist of a new single-family with a total lot size of approximately 90,995 s.f. (2.089 +1- acres). Approximately 4599 sf will be involved in the development activity including the right-of-way area. Existing Site Conditions: The existing project site contains a single -story building with basement and open area with trees. Existing drainage for the project site is from the south to north of the site. During the proposed construction this drainage pattern will be maintained. The discharge from the project will exit the site at the north and west edge of the proposed development limits at the pre -development location. Construction TESC Best Management Practices (BMPs) 1. Clearing Limits To protect adjacent properties and to reduce the area of soil exposed to construction, the limits of construction will be clearly marked before land - disturbing activities begin. Trees that are to be preserved, as well as all sensitive areas and their buffers, shall be clearly delineated, both in the field and on the plans. In general, natural vegetation and native topsoil shall be retained in an undisturbed state to the maximum extent possible. The BMPs relevant to marking the clearing limits that will be applied for this project include: • Preserving Natural Vegetation • Silt Fence (BMP D.2.1.3.1) 2. Cover Measures According to the standard ESC notes included all disturbed areas to remain unworked for more than seven days during the dry season (May 1 to September 30) or two days during the wet season (October 1 to April 30), unless otherwise determined by the City. Any disturbed areas to remain unworked for more than 30 days will be seeded or sodded, unless the City determines that winter weather makes the vegetation establishment unfeasible. During the wet season any stockpiles to remain unworked for more than 12 hours will remain covered. Exposed and unworked soils shall be stabilized with the application of effective BMPs to prevent erosion throughout the life of the project. Specific BMPs for soil stabilization that shall be used on this project include: • Plastic Covering (BMP D.2.1.2.4) 3. Perimeter Protection 116. C2MY 46 G:/Projects/2018/1824tir.doc TIR 1824 A filter fabric silt fence shall be installed at the downstream end of the disturbed areas of the site. The fence shall be so located that any sediment laden runoff that does not directly enter the protected inlets will be filtered prior to offsite discharge. The perimeter protection will be installed prior to upstream grading. 4. Traffic Area Stabilization Construction access or activities occurring on unpaved areas shall be minimized, yet where necessary, access points shall be stabilized to minimize the tracking of sediment onto public roads, and if necessary wheel washing, street sweeping, and street cleaning shall be employed to prevent sediment from entering state waters. All wash wastewater shall be controlled on site. The specific BMPs related to establishing construction access that will be used on this project include: • Stabilized Construction Entrance (BMP D.2.1.4.1) 5. Sediment Retention Install sediment control BMPs prior to soil -disturbing activities. All stormwater runoff from disturbed areas shall pass through an appropriate sediment removal BMP before leaving the construction site. The specific BMPs to be used for controlling sediment on this project include: • Silt Fence (BMP D2.1.3.1) 6. Surface Water Collection Surface water collection measures (e.g., ditches, berms, etc.) shall be installed to intercept all surface water from disturbed areas, convey it to a sedllment pond or trap, and discharge it downstream of any disturbed areas. Areas at the perimeter of the site, which are small enough to be treated solely with perimeter protection, do not require surface water collection. Significant sources of upstream surface water that drain onto disturbed areas shall be intercepted and conveyed to a stabilized discharge point downstream of the disturbed areas. Surface water collection measures shall be installed concurrently with or immediately following rough grading and shall be designed, constructed, and stabilized as needed to minimize erosion. 7. Dewatering Control There will be no dewatering necessary as part of this construction project as it will be constructed in dry season as required for the critical area. 8. Dust Control Preventive measures to minimize wind transport of soil by water truck shall be implemented if necessary to prevent traffic hazard or sediment transported by wind into existing water resources. C2MY 47 G:/Projects/2018/1824tir.doc TIR 1824 9. Flow Control The development will not create any new impervious surfaces during construction. Stormwater discharges from the site will be not be increased. Flow control will not be necessary for this project. 10. Control Pollutants Pollution control measures shall be followed to ensure that no liquid products or contaminated water enters the storm drainage system or otherwise leaves the project site. The BMPs to be used for the activities are: Note: If the site is located in the Critical Aquifer Recharge Area (CARA) Class 1 or 2, specific pollution prevention BMPs are required (i.e. secondary containment and spill containment supplies). Storage and Handling of Hazardous Materials: ■ Vehicles, construction equipment, and/or petroleum product storage/dispensing: ■ All vehicles, equipment, and petroleum product storage/dispensing areas will be inspected regularly to detect any leaks or spills, and to identify maintenance needs to prevent leaks or spills. • On-site fueling tanks and petroleum product storage containers shall include secondary containment. • Spill prevention measures, such as drip pans, will be used when conducting maintenance and repair of vehicles or equipment. • In order to perform emergency repairs on site, temporary plastic will be placed beneath and, if raining, over the vehicle. • Contaminated surfaces shall be cleaned immediately following any discharge or spill incident. Concrete Work and Paving Operations: • Assure that washout of concrete trucks, chutes, pumps, and internals is performed at an approved off-site location or in designated concrete washout areas. Do not wash out concrete trucks onto the ground, or into storm drains, open ditches, streets, or streams. • Return unused concrete remaining in the truck and pump to the originating batch plant for recycling. Do not dump excess concrete on site, except in designated concrete washout areas. C2MY 48 G:/Proj ects/2018/1824tir.doc TIR 1824 • Wash off hand tools including, but not limited to, screeds, shovels, rakes, floats, and trowels into formed areas only. • Wash equipment difficult to move, such as concrete pavers in areas that do not directly drain to natural or constructed stormwater conveyances. • Do not allow washdown from areas, such as concrete aggregate driveways, to drain directly to natural or constructed stormwater conveyances. ■ Contain washwater and leftover product in a lined container when no formed areas are available. Dispose of contained concrete in a manner that does not violate ground water or surface water quality standards. ■ Always use forms or solid barriers for concrete pours, such as pilings, within 15 -feet of surface waters. 11. Protect Existing and Proposed Flow Control BMP Sedimentation and soil compaction reduce the infiltration capacity of native and engineered soils. Protection measures shall be applied/installed and maintained so as to prevent adverse impacts to existing flow control BMPs and areas of proposed flow control BMPs for the project. This project using perforated pipe connection. Avoid silt laden runoff from draining into the trench during excavation. 12. Maintain BMPs Protection measures shall be maintained to assure continued performance of their intended function, to prevent adverse impacts to existing flow control BMPs and areas of proposed flow control BMPs, and protect other disturbed areas of the project. 13. Manage the Project Coordination and timing of site development activities relative to ESC concerns, and timely inspection, maintenance and update of protective measures are necessary to effectively manage the project and assure the success of protective ESC and SWPPS design and implementation. 14. Final Stabilization All disturbed areas shall be stabilized with landscaping or some other method prior to final construction approval. 15. Wet Season Requirements C2MY 49 G: /Proj ects/2018/ 1824tir. doc TIR 1824 The site is located in an Erosion Hazard Areas. Land and clearing, grading, filling, and foundation work in an erosion hazard area is allowed only from May 1st to September 30th, 16. Monitoring Points See TESC plan for monitoring points Contacts Contact information (name and phone numbers): Owner/developer: Tien Le Contractor: Tien Le TESC Supervisor (person responsible for providing TESC for the site): Tien Le — 206-778-2655 C2MY 50 G:/Projects/2018/1824tir.doc TIR 1824 SECTION IX BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT C2MY 51 G:/Projects/2018/1824tir.doc TIR 1824 IX. Bond Quantities, Facility Summaries and Declaration of Covenant See Appendix for Declaration of Covenant and Exhibits C2MY 53 G:/Projects/2018/1824tir.doc • TIR 1824 SECTION X MAINTENANCE AND OPERATION MANUAL C2MY 55 G:/Proj ects/2018/1824tir.doc TIR 1824 X. MAINTENANCE AND OPERATION MANUAL The project site development proposes the following on-site BMP system for dispersion trench. The following is brief description of the facilities, their purpose, and their operation. C2MY 57 G:/Projects/2018/1824tir.doc TIR 1824 NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the bottom of the catch basin to the invert of the lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Sump of catch basin contains no sediment. Trash and debris Trash or debris of more than 'Y cubic foot which is located immediately in front of the catch basin opening or is blocking capacity of the catch basin by more than 1Q%. No Trash or debris blocking or potentially blocking entrance to catch basin. Trash or debris in the catch basin that exceeds 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. No trash or debris in the catch basin. Dead animals or vegetation that could generate odors that could cause complaints or dangerous gases (e.g., methane). No dead animals or vegetation present within catch basin. Deposits of garbage exceeding 1 cubic foot in volume. No condition present which would attract or support the breeding of Insects or rodents. Damage to frame and/or top slab Comer of frame extends more than Y. inch past curb face into the street (If applicable). Frame is even with curb. Top slab has holes larger than 2 square inches or cracks wider than Y. inch. Top slab is free of holes and cracks. Frame not sitting flush on top slab, i.e., separation of more than % inch of the frame from the top slab. Frame is sitting flush on top slab. Cracks in walls or bottom Cracks wider than Y inch and longer than 3 feet, any evidence of soil particles entering catch basin through cracks, or maintenance person judges that catch basin is unsound. Catch basin is sealed and structurally sound. Cracks wider than % inch and longer than 1 foot at the joint of any inlet/outlet pipe or any evidence of soil particles entering catch basin through cracks. No cracks more than 1/4 inch wide at the joint of inlet/outlet pipe. Settlement/ misalignment Catch basin has settled more than 1 inch or has rotated more than 2 inches out of alignment. Basin replaced or repaired to design standards. Damaged pipe joints Cracks wider than Yrinch at the joint of the inlet/outlet pipes or any evidence of soil entering the catch basin at the joint of the inlet/outlet pipes. No cracks more than'/. -inch wide at the joint of inlet/outlet pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Inlet/Outlet Pipe Sediment accumulation Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment, Trash and debris Trash and debris accumulated in inletloutlet pipes (includes floatables and non-floatables). No trash or debris in pipes. Damaged Cracks wider than %-inch at the joint of the inlet/outlet pipes or any evidence of soil entering at the joints of the inlet/outlet pipes. No cracks more than' V. -inch wide at the joint of the inlet/outlet pipe. C2MY 58 G:/Projects/2018/1824tir.doc TIR 1824 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL., CONVEYANCE. AND WO FACILITIES NO. 5 - CATCH BASINS AND MANHOLES Maintenance Component Defect or Problem Condition When Maintenance Is Needed Results Expected When Maintenance Is Performed Metal Grates (Catch Basins) Unsafe grate opening Grate with opening wider than'% inch. Grate opening meets design standards. Trash and debris Trash and debris that is blocking more than 20% of grate surface. Grate free of trash and debris. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Any open structure requires urgent maintenance. Grate is in place and meets design standards. Manhole Cover/Lid Cover/id not in place Cover/lid is missing or only partially in place. Any open structure requires urgent maintenance. Cover/lid protects opening to structure. Locking mechanism Not Working Mechanism cannot be opened by one maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Mechanism opens with proper tools, Cover/lid difficult to Remove One maintenance person cannot remove cover/lid after applying 80 lbs. of lift. Cover/lid can be removed and reinstalled by one maintenance person. APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, ANI) WQ FACILITIES NO. 6 - CONVEYANCE PIPES AND DITCHES Maintenance Component Defect or Problem Conditions When Maintenance Is Needed Results Expected When Maintenance is Performed Pipes Sediment & debris accumulation Accumulated sediment or debris that exceeds 20% of the diameter of the pipe. Water flows freely through pipes. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film, Damage to protective coating or corrosion Protective coating is damaged; rust or corrosion is weakening the structural integrity of any part of pipe. Pipe repaired or replaced. Damaged Any dent that decreases the cross section area of pipe by more than 20% or is determined to have weakened structural integrity of the pipe. Pipe repaired or replaced. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 square feet of ditch and slopes. Trash and debris cleared from ditches. Sediment accumulation Accumulated sediment that exceeds 20% of the design depth. Ditch cleaned/flushed of all sediment and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed accorcing to applicable regulations. Noo-danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control SMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water through ditches. Water flows freely through ditches. Erosion damage to slopes Any erosion observed on a ditch slope. Slopes are not eroding. Rock lining out of place or missing (If Applicable) One layer or less of rock exists above native soil area 5 square feet or more, any exposed native soil. Replace rocks to design standards, C2MY 59 G:/Proj ects/2018/1824tir.doc TIR 1824 APPENDIX. A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, ANI) WO FACILITIES NO. 11 - GROUNDS (LANDSCAPING) Maintenance Component Defect or Problem Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Trash and debris cleared from site. Noxious weeds Any noxious or nuisance vegetation which may constitute a hazard to County personnel or the public. Noxious and nuisance vegetation removed according to applicable regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and pollution Any evidence of contaminants or pollution such as oil, gasoline, concrete slurries or paint. Materials removed and disposed of according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Grass/groundcover Grass or groundcover exceeds 18 inches in height, Grass or groundcover mowed to a height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. No hazard trees in facility. Damaged Limbs or parts of trees or shrubs that are split or broken which affect more than 25% of the total foliage of the tree or shrub. Trees and shrubs with less than 5% of total foliage with split or broken limbs. Trees or shrubs that have been blown down or knocked over. No blown down vegetation or knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately supported or are leaning over, causing exposure of the roots. Tree or shrub in place and adequately supported; dead or diseased trees removed. C2MY 60 G:/Projects/2018/1824tir.doc TIR 1824 APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES .................................. . NO. 27 - GRAVEL ;F�ILLED 1 1SPERSK)N TRENCH BMP Conditions When Maintenance is Needed Results Expected When Maintenance is Performed Maintenance Component Defect or Problem Preventative Blocking, obstructions Debris or trash limiting flow to dispersion trench or preventing spreader function. Dispersion trench able to receive full flow prior to and during wet season. Site Trash and debris Trash or debris that could end up in the dispersion trench is evident. No trash or debris that could get into the dispersion trench can be found. Pipes Inlet is plugged The entrance to the pipe is restricted due to sediment, trash, or debris. The entrance to the pipe is not restricted. Vegetation/roots Vegetation/roots that reduce free movement of water through pipes. Water flows freely through pipes. Plugged Sediment or other material prevents free flow of water through the pipe. Water flows freely through pipes. Broken joint or joint leaks. Damage to the pipe or pipe joints allowing water to seep out. Pipe does not allow water to exit other than at the outlet to the trench. Cleanout caps Cleanout caps are broken, missing, or buried. Cleanout caps are accessible and intact. Structure Flow not reaching trench Flows are not getting into the trench as designed. Water enters and exits trench as designed. Perforated pipe plugged Flow not able to enter or properly exit from perforated pipe. Water freely enters and exits perforated pipe. Flow not spreading evenly at outlet of trench Outlet flows channelizing or not spreading evenly from trench. Sheet flow occurs at the outlet of the trench. Cleanout/inspection access does not allow cleaning or inspection of perforated pipe The cleanout/inspection access is not available. Cleanoutlinspection access is available. Filter Media Filter media plugged Filter media plugged. Flow through filter media is normal. Inspection Frequency Annually and prior to and following significant storms. Inspect dispersion trench system for any defects of deficiencies. C2MY 61 G:/Projects/2018/1824tir.doc TIR 1824 Appendix 63 G:/Projects/2�18/ 1824tir.doc TIR 1824 Declaration of Covenant and Exhibits: Attached - C2MY 65 G:/Projcccts/2018/1824tir.doc • RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: DECLARATION OF COVENANT FOR INSPECTION AND MAINTENANCE OF STORMWATER FACILITIES AND BMPS Grantor: Grantee: King County Legal Description: Additional Legal(s) on: Assessor's Tax Parcel ID#: IN CONSIDERATION of the approved King County permit for application No. relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with King County, a political subdivision of the state of Washington and its municipal successors in interest and assigns ("King County" and "the County", or "its municipal successor"), that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in. Paragraphs 1 through. 10 Fonn Revised 12/12/06 below with regard to the Property, and hereby grants(grant) an easement as described in Paragraphs 2 and 3. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 1. The Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall at their own cost, operate, maintain, and keep in good repair, the Property's stonnwater facilities and best management practices ("BMPs") identified in the plans and specifications submitted to King County for the review and approval of permit(s) #: . Stormwater facilities include pipes, swales, tanks, vaults, ponds, and other engineered structures designed to manage stormwater on the Property. Stormwater BMPs include dispersion and infiltration devices, native vegetated areas, permeable pavements, vegetated roofs, rainwater harvesting systems, reduced impervious surface coverage, and other measures designed to reduce the amount of stormwater runoff on the Property. 2. King County shall have the right to ingress and egress over those portions of the Property necessary to perform inspections of the stormwater facilities and BMPs and conduct other activities specified in this Declaration of Covenant and in accordance with King County Code ("KCC") 9.04.120 or relevant municipal successor's codes as applicable. This right of ingress and egress, right to inspect, and right to perform required maintenance or repair as provided for in Section 3 below, shall not extend over those portions of the Property shown in Exhibit "A." 3. If King County determines that maintenance or repair work is required to be done to any of the stormwater facilities or BMPs, the Director of the Water and Land Resources Division or its municipal successor in interest ("WLR") shall give notice of the specific maintenance and/or repair work required pursuant to KCC 9.04.120 or relevant municipal successor's codes as applicable. The Director shall also set a reasonable time in which such work is to be completed by the Owners. If the above required. maintenance or repair is not completed within the time set by the Director, the County may perform the required maintenance or repair, and hereby is given access to the Property, subject to the exclusion in Paragraph 2 above, for such purposes. Written notice will be sent to the Owners stating the County's intention to perform such work. This work will not commence until at least seven (7) days after such Form Revised 12/12/06 2 notice is mailed. lf, within the sole discretion of the WLR Director, there exists an imminent or present danger, the seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 4. If at any time King County reasonably determines that a stormwater facility or BMP on the Property creates any of the hazardous conditions listed in KCC 9.04.130 or relevant municipal successor's codes as applicable and herein incorporated by reference, the WLR Director or equivalent municipal successors official may take measures specified therein. 5. The Owners shall assume all responsibility for the cost of any maintenance or repair work completed by the County as described in Paragraph 3 or any measures taken by the County to address hazardous conditions as described in Paragraph 4. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue payments will require payment of interest at the current legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees. 6. The Owners are hereby required to obtain written approval from the King County WLR Director prior to filling, piping, cutting, or removing vegetation (except in routine Iandscape maintenance) in open vegetated stormwater facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the stormwater facilities and BMPs referenced in this Declaration of Covenant. 7. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 8. With regard to the matters addressed herein, this agreement constitutes the entire agreement between the parties, and supersedes all prior discussions, negotiations, and all agreements whatsoever whether oral or written. 9. This Declaration of Covenant is intended to protect the value and desirability of the real. property described above, and shall inure to the benefit of all the citizens of King County and its Form Revised 11'12;96 municipal successors and assigns. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and. Grantor's(s) successors in interest, and assigns. 10. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and King County or the municipal successor that is recorded by King County in its real property records. Form Revised 12/12/06 4 IN WITNESS WHEREOF, this Declaration of Covenant for the Inspection and Maintenance of Stormwater Facilities and BMPs is executed this day of , 20 GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of , 20 Form Revised 12/12/06 Printed name Notary Public in and for the State of Washington, residing at My appointment expires 5 TIR 1824 Geotechnical Report: Attached C2MY 71 G:/Projects/2018/1824tir.doc A Geotechnical & Environmental Services LLC P.O.Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www,agesengineering.com March 13, 2019 Revised March 18, 2019 Project No.: A-1418 Tien Le 3850 S. 126th Street Tukwila, WA. 98168 Subject: Geotechnical Report Addendum S. 126th Street Single Family Residence 12602 —41 Avenue S. Tukwila, Washington Parcel Number: 734060485 Reference: 1. Preliminary Geotechnical Report, S. 126th Street Single Family Residence, prepared by Ages Engineering, LLC and dated July 10, 2018. 2. Geotechnical Report Addendum, S. 126th Street Single Family Residence, prepared by Ages Engineering, LLC and dated September 4, 2018 Dear Mr. Le, As requested, we are providing additional information for the subject site located at 12602 — 41' Avenue S. in Tukwila, Washington. We previously prepared a Geotechnical Study of the site soil and groundwater conditions for the subject site and presented our findings in the referenced report. We also provided a Geotechnical Addendum addressing the Buffers and Setbacks and presented our findings in the referenced Addendum letter. In the Addendum letter, we recommend no buffer and a 10.0 -foot structural setback. We recently were provided with a revised Grading and Drainage Plan, and a City of Tukwila Department of Community Development Correction Notice #1 dated February 14, 2019. In the letter, the City explained the residence is required to be setback from the front property line a distance of 20 feet. To accommodate this request, the structure has been moved and the plans revised accordingly. The new location places the residential foundations closer than 10.0 feet to the crest of the sites' steep eastern slope area. Therefore. we have been requested to review the plans and provide geotechnical design and construction recommendations for satisfying the 10.0 -foot structural setback. CONCLUSIONS AND RECOMMENDATIONS To accommodate the new building location and adhere to the 10.0 foot structural setback. the foundations that are closer than 10.0 feet to the slope crest should be deepened to provide a 10.0 foot horizontal setback between the lower outside edge of the footing and the slope face. Mr. Tien Le March 13, 2019 Revised March 18, 2019 The plans indicate the northern half of the eastern foundation line will encroach into the 10.0 -foot slope setback a maximum horizontal distance of approximately 8,5 feet. The closest area will be at the NE building corner. Additionally, we understand the slope is inclined at a grade of approximately 45 percent. Based on our evaluation of the current slope grades and planned new location of the foundations in this area, we estimate the foundations will need to be deepened a maximum of approximately 4.5 feet to achieve the 10.0 -foot horizontal setback between the lower outside edge of the footing and the slope face, With the foundations constructed as recommended in this letter and the referenced reports, it is our opinion the site is currently stable and is expected to remain so after construction and the risk for instability that may occur on the subject site to affect the adjacent properties is minimal +4. We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC Bernard P. Knoll, 11, P. Principal BPIONIk Project Na: A-1418 3 -is? -2.o Page - 2 - Ages 1Tg:ifleering, LLC.. A Geotechnical and Environmental Services, LLC P.O. Box 935 Puyallup, WA. 98371 (2531845-7000 www. esengineering.con� PRELIM INA►R GEOTECHNICAL REPORT South 126th Street SFR 44xx S. 120 Street Tukwila, Washington Project No. A-1418 Prepared For: Tim Le 3850 S. 120 Street. Tukwila, WA 98168 July 10, 2018 Ages Engineering, LLC A Geotechnical and Environmental Services LLC P.O. Box 935 Puyallup. WA, 9837I Main (253) l345-7000 www.enesenirineering.coni July 10, 2018 Project No. A-1418 Tim Le 3850 S. 126th Street Tukwila. WA. 98168 Subject: Preliminary Geotechnical Report S. 126th Street Single Family Residence 40xx S. 126th Street. Tukwila, Washington Parcel. Number: 734060485 Dear Mr. Le, As requested, we have conducted a preliminary geotechnical report for the subject project. The attached report presents our findings and recommendations for the geotechnical aspects of project design and construction. Our field exploration indicates the site is generally underlain by 0.0 to 2.0 feet of old fill soils overlying native silty sand with gravel consistent with glacial till, in general, the till was medium dense and weathered in the upper portions. The dense unweathered glacial till was encountered at a depth of 5.0 feet below surface grades. We did not encounter groundwater seepage in any of the test holes advanced on the site. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structure can be supported on typical spread footing foundations bearing on the existing organic -free native soils observed below depths of 0.0 to 2.0 feet, or on structural fill placed above these native soils. Floor slabs and pavements can be similarly supported. Detailed recommendations addressing these issues and other geotechnical design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs, If you have any questions or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC Bernard P. Principal BPK:bpk roll 11 alt Ages Engineering, LLC 253-845-70W Page I TABLE OF CONTENTS 2.8SCOPE '......~--...--.....__.-._--._..,.,-..,.,.,....-..... .~...-.l 3.0 SITE CONDITIONS ~..-..-..............~......._......._........,...2 3.1 Surface~'....-`..^--.~. ... .—..`... ...,... .... .,.....-... .... ''..•2 3.2 Soils ~.....-.......-... "II -....~...,..~.~...... . RR* .~..-.—'-..2 3.3 Mapped Soils ..... -.-.......-..--.~-._~...-..-..,......--...3 4.0GEOLOGIC HAZARDS .-_.----........... ....... --.... ........ .----_....� 4L1Keneral..,.-......,-..~..,...,`....`1..~^,.~`_.~`~^^^^'.~,_`,,.___..3 4.2 Areas of Potential Geologic Instability.,...........".. - 4.3 —'~__~ ----_.3 5.0 CONCLUSIONS AND RECOMMENDATIONS ..................... 5.>General _....'.._._....-.~..-._.__..-..`.~.-.-......... ~'~-'-�� 5.2 Site Preparation and Grading.............. .-....~..,.......—.,_._.5 5.3 Slope Stability Analysis ...... -...-...,,..-............ ........ .....�0 5.4 Exuavmtiwom................_..,....-......'.........'~_...^r.,7 5.5 Foundations ....... ....~.-.... .......,_..... ............. —._-~,-�4 5.0 Floors =... ..... ...................... ....... ------,...�4 5.7Lower level and Building Wm0s-._._...,,...--.~...----'-..__-'~'�� 5.8 Storm Water ..,.....-........... —..........._.... -..—._.-- 6.0 ADDITIONAL SERVICES '-...... `--''^.`._._..—...,-...........,.,..i2 Figures SiteVicinity Map ....... .... _.''-.-'..,,...``.^^`..^..^,~~-^....... ......,.......... D Exploration Location Plan .~..,.,..............—..~..^..-.---...----_-.. 2 Appendix Site Exploration....._'__..'.,.....^................. ^..,.—.—.... _Appendix A Agft Engineering, LLC 253-8454000 Page 1 Preliminary Geotechnical Report S. 126th Street Single Family Residence 40xx S. 126th Street Tukwila, Washington 1.0 PROJECT DESCRIPTION We were provided with a topographic survey of the site, a preliminary site plan and a Geotechnical Report for the Plat from Geo Group Northwest, Inc. dated October 21, 2003. Based on our discussion and review of the •plans and report provided to us, we understand the site will be developed with a new single-family residential structure located on the southern end of the site. Access to the site is provide by S. 126'h Street where it intersects with 42nd Avenue South at the southwest comer of the site. The storm water collected on the site will discharge off of the site to the existing City of Tukwila storm water system located adjacent the site. Detailed building plans are currently not available at this time. However, based on our experience with similar projects, we expect the new structure will be a two-story wood -framed building with either raised floors constructed over a crawl space, or slab -on -grade floors. The attached garages will be constructed with slab -on -grade floors. Foundation loads should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and up to 25 kips for isolated column footings. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. 2.0 SCOPE On June 14, 2018 we advanced two backhoe excavated Test Pits to a maximum depth of 6.5 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically, this Preliminary Geotechnical Report addresses the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. • Advancing two test holes in the planned new development area to a ma imum depth of approximately 6.5 feet below surface grades. • Providing geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria, suitability of on-site soils for use as Ages Engineering, LLC Page 1 253-845-7000 structural fill, temporary and permanent cut and fill slopes, and drainage and erosion control measures. • Providing geotechnical recommendations for design and construction of new foundations and floor slabs, including allowable bearing capacity and estimates of settlement. • Providing geotechnical recommendations for lower level building or retaining walls, including backfill and drainage requirements, lateral design loads, and lateral resistance values. • Providing preliminary recommendations for the discharge of the development storm water. • Providing recommendations for site drainage. It should be noted that our work does not include services related to environmental remediation or design and performance issues related to moisture intrusion through walls. An appropriate design professional or qualified contractor should be contacted to address these issues. 3.0 SITE CONDITIONS 3.1 Surface The subject site is an unoccupied long narrow irregular shaped parcel of 2.09 acres located at 40xx S. 126" Street in Tukwila, Washington. The development area will be in the southern end of the site adjacent the intersection of South 126th Street and 42nd Avenue South. The site is bordered with an existing single-family residence to the west, vacant parcels to the northwest, an industrial building to the north of the site, and by Washington State Highway 599 to the east and South 126th Street to the southwest. The location of the site is shown on the Site Vicinity Map provided in Figure 1. Surface grades in the vicinity of the site slope down to the east. The existing grades in the development area on this site were leveled when the adjacent neighborhood was graded for development. The surface grades along the eastern end of the site slope down to the east at inclinations ranging from 35 to 45 percent. The Site vegetation in the development area consists of native weeds and grasses. The site layout is shown on the Exploration Location Plan provided in Figure 2. 3.2 Soils The soils we observed in the test holes generally consist of 0.0 to 2.0 feet o old filloverlying native silty sand with gravel consistent with Glacial Till. The soils observed in Test Hole TH-1 consisted of native tan mottled reddish -orange silty sand with gravel consistent with weathered glacial fill to a depth of 5.0 feet below surface grades. Below 5.0 feet, the soils became tan -gray and dense. The soils observed in Test Hole TH-2 consisted of 1.5 feet of old fill consisting of medium dense silty sand with gravel overlying 0.5 feet of topsoil. Below the old fill and topsoil, below 2.0 feet we encountered the native tan silty Ages Engineering. LLC Page 2 2.53-845-7(X)0 sand with gravel consistent with weathered glacial till. The dense unweathered glacial till was encountered in Test Hole TH-1 at a depth of 5.0 feet below surface grades. Figures A-1 through A-2 present more detailed descriptions of the subsurface conditions encountered in the Test Holes. The approximate Test Hole locations are shown on the Exploration Location Plan provided in Figure 2. 3.3 %mined Soils According to Plc Geologic Map of Seattle- A Progress Report, by Kathy Goetz Troost, Derek B. Booth, Aaron. P. Wisher, and Scott A. Shimel, the soils in the vicinity of the site are mapped as (Qvt) Glacial Till. The Vashon glacial till was deposited along the base of the advancing glacial. ice. The Glacial Till was over-ridden by the glacial ice mass. The Glacial Till will typically be found in a dense to very dense condition, and will exhibit a high shear strength and low compressibility, where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. 3.4 Groundwater We did not encounter groundwater seepage in any of the test holes advanced at the site. However, we expect a seasonal perched water table develops under the site at times during the wet winter season. Perched groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). 4.0 GEOLOGIC HAZARDS 4.1 General According to Chapter 18.06.720 in the City of Tukwila Municipal Code, Geologically Hazardous Areas are defined under Sensitive Areas which are defined as "...area of potential geologic instability (other than Class 1 areas)..." 4.2 Areas of Potential Geologic Instability According to Chapter 18.45.120 in the City of Tukwila Municipal Code, areas of Potential Geologic Instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15%; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; Ages Engineering, LLC 253-845-7000 Page 3 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope; The eastern portion of the site, outside of the planned development area, has slopes steeper than 40 percent that are underlain with relatively impermeable glacial till soils. However, the arca does not have a high landslide hazard potential. Based on the surface grades and soil composition, according to the City of Tukwila, the siteseastern slope area is classified as a Class #3 area. We reviewed various maps for the subject site, including geologic, contour, and the King County iMap. Based on our review, the site does not contain any known or documented past or recent landslides. Additionally, the site is underlain with medium dense to dense silty sand with gravel consistent with glacial till that will exhibit a high shear strength and low compressibility, even in a sloping environment. Provided surface water is controlled on the site, and all structures are provided with proper subsurface drainage measures, the potential for a landslide to occur at this site before, during, or after development should be considered very low. 4.3 Erosion Temporary Erosion and Sediment Control (TESC) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington State Department of Ecology's (Ecology) Stormwater Management Manual for Western Washington. TESC measures, as required by the City of Tukwila, must be in place prior to beginning development of the site. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structures can be supported on conventional spread footings bearing on the existing native organic -free site soils, or on structural fill placed above these native soils. Floor slabs and pavements can be similarly supported. The existing old fill soils observed in the upper 0.0 to 2.0 feet of the site will not be suitable for support of structural elements in their current condition. Prior to construction, these old fill soils should be removed from under new development areas. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. Ages Engineering. LLC Page 4 253-845-7000 The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preparation and Grading To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. The existing old fill soils observed in the upper 0.0 to 2.0 feet of the site will not be suitable for support of structural elements in their current condition. Prior to construction, these old fill soils should be removed from under new development areas. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, and to provide adequate foundation and floor slab support, the native subgrade must be in a stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place Eb.y compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18 -inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native surface soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on- site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on the -4 inch fraction Ages Engineering, LLC Page 5 253-845-7000 Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soilslaboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D- 1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.3 Slone Stability Analysis The computer program WinStabl was used to determine the overall stability of the site in its current configuration and for both static and seismic conditions in the post -development configuration. Slope failure surfaces were analyzed using the Bishop Circular Method. All calculations were performed by the computer model WinStabl, which requires user input of the topographic surface, soil strength properties, groundwater information, and other loads, including seismic and building loads. The surface data was provided by the topographic site plan, the King County iMap, and our observations and measurements in the field. The soil parameters used in the analysis are interpreted, estimated, and/or assumed based on the visual obsen'ations, field and laboratory testing. empirical correlations, and experience with similar soil and groundwater conditions in the vicinity of the subject site. Once the parameters have been determined, the critical failure surfaces and associated factors of safety for the modeled slope and development conditions can be calculated. The critical surface is the surface or plane most likely along which the soil mass will slide. The factor of safety is the ratio of the sum of moments resisting movement over the sum of moments driving movements. Accordingly, a slope with a factor of safety less than 1.0 has more driving forces than resisting forces, while a factor of safety greater than 1.0 has more resisting forces than driving forces. industry standard requires that the post -development site conditions have a factor of safety of 1.5 and 1.2 against failure for static and seismic conditions, respectively. To analyze the stability of the site, we performed our analysis on the slopes observed along the east end of the site. A diagram delineating the location of our slope stability analysis line is provided in Figure 2. We encountered the loose old fill overlying the medium dense glacial till soils overlying the dense to very dense glacial till soils in this location. Based on our site observations, provided site topography, and encountered subsurface soil and groundwater conditions. we established both dry and saturated unit weight, isotropic strength intercept (cohesion), and isotropic strength angle (phi angle) for the various soil types. Ages Engineering assigned soil unit weight and strength parameters based on our experience, field explorations accomplished on this site, as well as index laboratory testing accomplished on this parcels and adjacent properties. Based on our review, we conclude the assumed values for the various soil types appear to fall well within the range of tabulated values in the literature, and in Ages Engineering, LIJ. Page 6 253-845:MO some instances, the values appear to be conservative. The following table summarized our assigned soil strength properties. TABLE 1 Estimated Properties of On -Site Soils Soil Type Dry Unit Weight (Pcf) Sat. Unit Weight (KO Isotropic Strength Intercept (psi) Internal Strength Angle (degrees) Old Fill: loose silty sand with gravel 120 125 0 31 Weathered Glacial Till: edium dense silty SAND with gravel 130 135 50 33 Glacial Till: Dense silty SAND with gravel 135 138 500 36 The site seismic stability conditions were analyzed by applying a horizontal acceleration equal to one-half of the appropriate peak ground acceleration. Based on current standard of practice, we used a design peak ground acceleration of 0.195g for the site. Table 1 summarizes soil properties, based on "Geotechnical and Foundation Engineering, Design and Construction", by Robert W. Day, copyright 1999 by The McGraw Hill Companies Inc., and based on "Geotechnical Properties of Geologic Materials-, by Koloski, Schwarz, and Tubbs, Washington Division of Geology and Earth Resources Bulletin 78, as presented in Volume 1, ENGINEERING GEOLOGY IN WASHINGTON. Using the Bishop Circular method, we generated several failure surfaces for the pre- and post - development conditions using both the static and seismic loading conditions. Our analyses yielded the following safety factors: TABLE 2 Calculated Factor of Safety Development Condition Factor Of Safety Pre Development (Static) 1.9 Post Development (Static) 1.9 Post Development (Seismic) 1.2 5.4 Excavations General, The inclination for a safe and stable excavation slope cut is determined based on two factors, the current Washington State Safety and Health Administration (WSHA) regulations for confined Ages Engineering, LLC Ntge 7 253-84S-7000 spaces and global stability of the slope cut. Most often. the WSHA regulations are more conservative than the global stability requirements. According to WAC 296-809-099, a confined space is defined as: "A space that is all of the following: (a) Large enough and arranged so an employee could fully enter the space and work. (b) Has limited or restricted entry or exit. Examples of spaces with limited or restricted entry are tanks, vessels, silos, storage bins, hoppers, vaults, excavations, and pits. (c) Not primarily designed for human occupancy." In the context of site excavation and grading, the Washington State Department of Labor and Industries considers a confined space as a space in which a worker enters an excavation that is tall enough and/or narrow enough to inundate the worker and cause bodily harm if a cave-in occurs. This does not include excavations that are less than 4.0 feet in depth. WWI Approved Slopes, All excavations at the site associated with confined spaces. such as utility trenches and lower level building and retaining walls, must be completed m accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the existing near.surface loose to medium dense old fill soils and the weathered medium dense Glacial Till soils would be classified as Type C soils. The deeper dense native Glacial Till soils would be classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal:Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1. (Hotizontal:Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and riming during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints. shoring may be necessary. Non-WSHA Approved Slopes, Based on the composition and consistency of the site soils, stable slope cuts to provide adequate global stability can be steeper than WSHA standards in areas that are not considered confined spaces. Excavations into the native site soils that will not result in WSHA regulated confined spaces can be cut to an inclination of 0.5:1. Some raveling of the gravel and cobbles exposed on the slope surface may occur at an inclination of 0.5:1. Due to the potential for raveling to occur, and to prevent erosion, the slope face should be covered with durable plastic sheeting. Ages Engineerin Page 8 253-845-7000 This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is understood that job site safety is the sole responsibility of the project contractor. 5.5 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free native soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recommended in the "Site Preparation and Grading" section of this report. As discussed in the "Site Preparation and Grading" section of this report, the existing old fill soils observed in the upper 0.0 to 2.0 feet of the site will not be suitable for support of structural elements in their current condition. Prior to construction, these old fill soils should be removed from under new foundations areas. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied. building settlements should be less than one-half inch total and one-quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pet). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report_ The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2.500 psf Friction Coefficient 0.35 Lateral Resistance 350 "Details regarding the use of -these 5.6 Slab -On -Grade re provided in the section above. Slab -on -grade floors should be supported on subgrades prepared as recommended in the Site Preparation and Grading" section of this report. As discussed in the "Site Preparation and Grading" section of this report, the existing old fill soils observed in the upper 0.0 to 2.0 feet of Age Engineering. EEC 253-345-71X03 Page 9 the site will not be suitable for support of structural elements in their current condition. Prior to construction, these old fill soils should be removed from under new slab -on -grade areas. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one Iift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively dram the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. 5.7 Lower Level and Buildin2 Walls. The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall back -fill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as determined by ASTM Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wail. We recommend that wall drainage consist of a minimum 1.2 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4 -inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the pound surface with 1 -foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12 -inch wide drainage layer placed against the back of the wall can be replaced with a Mirafi G LOON Drainage Board, or an approved equivalent. If drainage board is used, the 4 -inch perforated PVC pipe should be covered with at least 12 inches of clean washed gravel and the drainage board should be hydraulically connected to drainpipe and surrounding gravel With wall backfill placed and compacted as recommended and the wall drainage properly installed, unrestrained walls can be designed for an active earth pressure equivalent to a fluid weighing 35 pcf. For restrained walls, an additional uniform lateral pressure of 100 psf should be included. These values assume a horizontal backfill condition and that no other surcharge Ages Enginerri g, LLC Pap 10 253-845-7000 4 • • loading, such as traffic, sloping embankments. or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall desiga Friction at the base of the wall foundation and passive earth pressure will provide resistance to these lateral loads, Values for these parameters are provided in the "Foundations" section of this report. Lower Level Building and Retaining Wall Parameter Summary Description Condition *Design Value Earth Pressure Unrestrained 35 pcf Earth Pressure Restrained Additional 100 psf Earth Pressure Surcharge Dependant upon magnitude *Details regarding the use of these 5.8 Storm Water pro ed in the section above. Due to the site being underlain with medium dense to dense, relatively impermeable glacial till, the storm water collected on the site should discharge off of the site to the existing City of Tukwila systern located adjacent the site. 5.9 Permanent Slopes and Embankments All permanent cut and fill slopes should be graded with a finished inclination of no greater than 2:1 (Horizontal:Vertical), Upon completion of grading, the slope face should be appropriately vegetated or provided with other physical means to guard against erosion. Final grades at the top of the slope must promote surface drainage away from the slope crest. Water must not be allowed to flow in an uncontrolled fashion over the slope face. if it is necessary to direct surface runoff towards the slope, it should be controlled at the top of the slope, piped in a closed conduit installed on the slope face, and taken to an appropriate point of discharge beyond the toe. All fill used for slope and embankment construction should meet the structural fill requirements described in the Site Preparation and Grading section of this report. In addition, if new fills will be placed over existing slopes of 20 percent or greater, the structural fill should be keyed and benched into competent slope soils. 5.10 Site Drainage Surface, Final exterior grades should promote free and positive drainage away from the building area. All ground surfaces, pavements, and sidewalks should be sloped away from the structure. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. Ages Engineering. LLC Page 11 253-845-7000 Subsurface, We recommend installing a continuous drain along the lower outside edge of the perimeter building foundation. The foundation drain should be tightlined to an approved point of controlled discharge. The roof drain should not be connected to the footing drains unless a backflow device will be installed, or an adequate gradient will prevent backflow into the footing drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to the point of discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. 6.0 ADDITIONAL SERVICES Ages Engineering, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configura- tions or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made. we should be given the opportunity to review our recommendations and provide written modifications ar verifications, as necessary. We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warrantyexpressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of Mr, Tim Le and his authorized representatives for use in the design. permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. Ages Enginerrine. iLr 253-845-7000 12 The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Ages Engineering< LLC 253-845-7000 Page 13 • • . • - " • rilittVd41 s - • It • .1".••-••••••-r, 1 . § • 11; • • t- s '"• • • "'t . . SR9 1111311111:i::-' Approximate Site Location County) Hap d4ta OpenStramtriap ontri Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 9837! Main (253) 845-7000 www.agesengtneering.com Site Vicinity Map South 126th St. SFR 40xx S. 126th Street Tukwila, Washington Project No.: A-1418 Lily 2018 Figure 1 c• KEY AP.PROXtiTE LOCATION OF TEST ROLE Ages Engineering, LLC P.O. Bo?: 935 Puyallup. WA, 98371 Maio t2531 845-7000 www.agLPsengiriecring.com Exploration Location an South 126th St. SFR 4Oxx S,1126`h Street Tukwila, Washington Project No:: A-1418 July 2018 Figure 2 QaI Approximate e Location P. 0. Box 935 Puyallup. WA.. 98371 Main (253) 845.7000 www.agesavincering.coni Geologic Map South 126th St. SFR 40xx S. 1 26'" Street Tukwila, Washington V Project No.: A-1418 July 201.8 Figure 3 4 A PPENDIX A FIELD EXPLORATION AND LABORATORY TESTING South 126th Street SFR Tukwila, Washington On June 14, 2018 we explored subsurface conditions at the site by excavating two hand -augured test holes to a maximum depth of 6.5 feet below surface grades. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. A geotechnical engineering representative from our office conducted the field exploration, maintained a log of each test hole and, classified the soils encountered, collected representative soil sample, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. The test hole logs are presented on Figure A-2. Representative soil samples obtained from the test holes were placed in sealed containers and taken to our laboratory for further examination. and testing. The moisture content of each sample was measured and is reported on the test hole logs. Project No. A-1418 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME COARSE GRAINED SOILS More than 50% Retained on No. 200 Sieve GRAVEL More than 50% OfCoarse Fraction Retained on No. 4 Sieve GRAVEL WITH < 5 % FINES GW Well GRAVEL GP Poorly -Graded GRAVEL GRAVEL WITH BETWEEN 5 ANE) 15 % FINES GW -GM Well -Graded GRAVEL with silt GW -GC Well -Graded (JRAVEL with clay GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAVEL WITH > 15 % FINES GM Silty GRAVEL GC Clayey (IRAVEL SAND More than 50% Of Coarse Fraction Passes No. 4 Sieve SAND WITH <5 % FINES SW Well rad SP Poorly -Graded SAND SAND WITH BETWEEN 5 AND 15 % FINES SW -SM Well -Graded SAND with silt SW -SC Well Graded SAND with clay SP SM Poorly -Graded SAND with silt SP -SC Poorly -Graded SAND with clay SAND wrru › 15 % FINES SM Silty SAND SC Clayey SAND FINE GRAINEDCL SOILS More than 50% Passes50 No. 200 Sieve SILT AND CLAY Liquid Limit Less than 50 ML Inorganic SILT with low plasticity Lean inorganic CLAY with low plasticity OL Organic SILT with low plasticity Liquid Limit or more • 'ft' Elastic inorganic SILT with moderate to high plasticity CH Fat inorganic CLAY with moderate to high plasticity "A, '" Organic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PT PEAT NOTES: (1) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed linos indicate stratigraphic change within the unit. (3) Fines lal passing the U.S. No. 200 Sieve, Ages Engineering, LLC P. O. Box 935 Puyallup, WA. 98371 Main (253) 845-7000 www.ageseogineering.com Unified Soil Classification System (USCS) South 126th Street SFR 40xx S. 126th Street Tukwila, Washington Project No.: A-1418 July 201 Figure A-1 Ages Engineering, C POE Box 935 Puyallup, WA. 98171 Office (253) 845-7000 mot June 14, 2018 Test Hole TH-1 Loe,t2EDBy BPK ELEV• Depth (feet) Soil Description Notes WA 1 Other Tan mottled reddish-otinge silty SAND with gravel, slight cementation, medium dense, mist (SM) (Weathered Glacial TM) Tan -gray silty SAND with gravel moderate cementation, dense, mist, (SM) (Glacial Till) — Test Hole terminated at a depth of 6.5 feet below surce rade. — No groundwater seepage encountered. nATE June 14, 2018 Test Hole TH-2 IPC301:0 BY BPK Depth (feet) Soil Description 5 r• Notes 14% I Other Tan mottled reddish -orange silty SAND with gravel, slight cementation, medium dense, moist. (SM) (Weathered Glacial Till) Test Hole terminated at a depth of 5.0 fret below surface gradcs. No groundwater seepage encountered. Figure A-2 Prnie.c A-1418 A- TSE A Engineering MEMO DATE: 7/13/2020 TO: Building Official FROM: Keith Ryan, P.E. SUBJECT: Plan Changes PROJECT: Tien Li (Plan 1427) TSE#8868 Page 1 of 7 I have reviewed the plan change with the added floor above the garage and find it acceptable from a structural standpoint. Please see pages 2 through 7 for added calculations for the new floor and framing plan. REVIEWED FOR CODE COMPLIANCE APPROVED OCT 08 2020 City of Tukwila BUILDING DIVISION BILE RECEIVED AUG 0 5 2020 TUKWILA PUBLIC WORKS REVISION NO.1_ RECEIVED CITY OF TUKWILA JUL 23 207n rERAIT CENTER 12810 N.E. 178th Street, Ste 218 ° Woodinville, WA. 98072 (425) 481-6601 ° keith@tse-aep.com P(t OT)- ,.� TSE 4111111111111111 r Engineering 12810 NE 178Th ST STE 218 W000INVILLE, WA98072 • (425) 481-6601 PROJECT: JOB#: BY: DATE: S& TSN j Pcat4 V) NEV.)_ RA*R 5ToRAGE Roo A%, —4— 104101110111 011010010 1/6.6160 11010610 r-� BUILDING SEGTIQN \At,' 14 Anil" .rawr 01111 �r�lO 0161,3112 .00 art remmars SLIMIEN 7YOPO 6160 04604.0 MAIN MOOR f1iA1' IN6 PLAN Nor Nevi 1100g A r 5 bRA ' god) M AeouE aARAGe i 1i t/UDtCATG PAde NuAnP 'RA !MAP,' oR awmfa (A w M TSE Engineering FLOOR JOIST Job #: By: t% Page: 3 JNPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 10.5 0 Tributary (ft) 0 ft Waif (psf) 12 0 Tributary (ft) 0 Floor (psf) 12 40 Tributary (ft) 1.33 1.33 Other (plf) 10 0 w (TL) 0 25.96 53.2 79.16 0 pif pif pif RESULTS: VI (DL) Vr (DL) VI (1.1) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 136 136 279 279 416 416 358 733 1091 lbs. lbs. lbs. lbs. lbs. lbs. ft.Ibs. ft.Ibs. ft.ibs. DESIGN: MATERIAL Fb FY Fc(perp) E x 10^6 Manuf.Lbr. Co 1 Timber CH 1 Dimen. Lbr. HF#2 935 150 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S 1 1.5 9.25 13.88 21.4 99 in. in. in.^2 in.^3 in.^4 fv = 38 psi Brg.Lgth.= 0.057 ft. CL = 1.000 fb= 610 psi GLCv= N/A R= N/A A (DL) = 0.06 in. A (LL) = 0.11 in. A frL = 0.17 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.26 fb / Fb` = 0.57 USE 2x10 HF#2 16"o.c v 3.3.03 RATIOS OF SPAN TO DEFLECTION L/ 1114 for LL L / 749 for TL FLOOR BEAM INPUT: Uniform Loading w (DL) w (LL) Roof (psf) 15 25 Tributary (ft) 0 Wali (psf) 12 Tributary (ft) 8 0 0 Floor (psf) 12 40 Tributary (ft) 5.25 5.25 Other (pif) 10 0 TSE Engineering Span Length L 18 ft w (TL) 169 210 379 pif pif pif RESULTS: VI (DL) Vr (DL) 1599 1543 Ibs. lbs. DESIGN: MATERIAL Manuf.Lbr. GL Timber Dimen. Lbr. b d 5.5 15 in. in. fv = 58 psi fb = 950 psi A (IDL) = 0.15 in. v 3.3.03 VI (LL) 2046 Ibs. Job #: By: E( Page: If 0 STittM Ca E2 Concentrated Loading Load Xe P (DL) P (LL) P (TL) 1 4 100 200 300 2 0 ft Ibs Ibs Ibs Vr (LL) VI (TL) Vr (TL) 1934 3644 3478 lbs. Ibs. Ibs. Fb Fv Fc(perp) E x 10A6 2400 265 650 1.8 psi psi psi psi A S i 82.50 206.3 1547 in.^2 in.A3 in.^4 Brg.Lgth.= 0.083 ft. GL Cv = 0.986 A (IL) = 0,19 in. RATIOS OF ACTUAL TO ALLOWABLE fv1Fv' = 0.22 fb i Fb' = 0.40 USE GLULAM 5-112x15 M (DL) 7156 tbs. CL = R= Aat) = M (LL) 9127 ft.lbs. M (TL) 16283 ft.lbs. Ca 1 CH 1 Cr 1 Ci 1 1.000 2162 ft. 0.34 in. RATIOS OF SPAN TO DEFLECTION L/ 1151 for LL L / 643 for TL TEE Engineering COLUMN Job# By: E( Page: 5. Overall End Conditions Intermediate Supports Loading Length Kexx Kew xx axis yy axis P axial w xx w yy 8 1 1 0 C 0 0 ft. lbs. pif pif Column Size Duration Plate Properties b d CD Specie Fc(perp) Cb ? Cb 4.5 F 5.5 1 HF 405 YES 1.083 in. In. psi MATERIAL Type/Specie Grade Fbxc Fbyy Fc EXX (10)"6 Eyy (10)A6 Manuf.Lbr. Timber Dimen.Lbr HF STUD 776 776 800 1.2 1.2 psi psi psi psi psi fc 0 psi RESULTS SRxx (le/d) 17,45 SRyy (le/b) 1 COLUMN CSI = 1.0 Fc* 800 psi KCE 0.3 FcE 1182 psi c 0.8 ki 1,548638 k2 1.847275 ALLOWABLE AXIAL LOAD = 15966 lbs. Cp 0.806342 Fc' 645 psi Mxx 0 ft.Ibs Sxx 22.69 in^3 0 O psi 1182 psi Fbxx' 776 psi + 0 Myy 0 ft.Ibs Syy 18.56 inA3 fbyy 0 psi Fee yy 360000 psi KbE 0.438 W x x Ra 5.106 FbE 20158 psi k4 0 And For Fc(perp)' Controlling = 10854 lbs. f ip M $EAM # I tL.s Pr:- 3o(t5-' <t0s5Q P axial y v 3.3.03 Wyy '. b 1< USE: (3)2x6 HE STUD TSE 411111111111•111 . A Engineering 12810 NE 178TH ST STE 218 WOODINVILLE, WA98072 A (425) 481-660 PROJECT: _ tsrnrC L� �NAt' ysrS JOB#: - - BY: DATE: �' e r STORAGE Hao AREA = iS X 10.5'j 00 AL2 Abbe,' 4vtitEIHT = 110 atx to,psr= Igo � / �/�RE �5=� LQ• tS38 ? bD1✓D $ASE SWEAR = V = Csx X X �. 0.1638)(1100 X 1.3x 0.7 12= 1.3 v = .?C5 rbs NEW STogAC R� �i oof�' ffE AbD€D .SE,rSMtG C.aAA Fiz'aM 7-44C..� R t D A) (�tLL e3E ADt,Eb T ME GA1RAGE fRo,Jr C 40- SHEAR 4•AE S AT GRID A (Wfr41ou1 5TeRAGE tcoogg toy Ea H AT Flat* = /63,4# T ('Els Mr C> ,tR©A'1 pgtC^ttNtiL. ENNEER!tfC1 t^4 LC SET t/7o7AL A'r r .00& = /r4-0 (WtNb) ItJtNb CONTROLS OA) -ME flRtGttJAL DEstCoo LAG C ve-r. AT 61" r4 C Wt't- ST0RAG,E RDOR WEt&tiT) 11.s6 -Wet �- 4g5 lbs 1757 (Abbebptc) SH EAp. Lo4Cs (SEtSMt t: h► tab ot<A.V VToTA L 1 lbs Iq4ot6, WitJb) 6106) A 670111)4G Syt/ oKgY STtt.L Co to TR °LS f Ta -LIS'/ ME Pet -4s€ is 577e4CTuRALLY WIT-14 774E A t btT oav bF The f .00R AT 5T0AAGE ROOM ReaR TRAM'' FLAN 7-g-Za A TrAce FLAIR :1°T o BEAM wrrif LuS /4,40C ER oft Ectueti, Cr) Az=zi TSE ® Engineering e 12810 NE 178TH ST STE 218 WOODINVILLE, WA98072 e (425) 481-6601 PROJECT: JOB#: gj s6: BY: et la DATE: WOOS lof �. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 a City of Tukwila BUILDING DIVISION v 8.31.07 a Job Name: Tien Le (Plan # 1427) Site Address: 3850 South 126th Street Tukwila, WA 98168 Jurisdiction: City of Tukwila Plans By: Residential Design Services Plan Number/Job ID: 6874 Design Specifications: Building Type: Importance Factor: Basic Wind Velocity: Wind Exposure: Roof Snow Load: Risk Category: R: of Snow Incl. w/ Seismic: Soil Site Class: Allowable Soil Bearing: Analysis Procedure: Spectral Response Accelerations, Ss: Load Combinations: Building Design Parameters: Roof DL: Floor DL: Wall DL: Levels: Floor Level Names: STRUCTURAL ENGINEERING ADDITIONAL REQUIREMENTS OR CHANGES TO PLANS ARE AS SHOWN ON SHEETS 3 THROUGH L DF THESE CALCULATIONS WITH NOTES, SCHEDULES & DETAILS PER DRAWING No.S-1 THROUGH S -.L 2015 IBC Low -Rise, Simple Diaphragm 1.00 110 B 25 I I 6.5 0 mph (ASCE 7-10 Fig 26-1A ) (Strength Design Value) psf Kzt=1.0 D 1500 psf Wind: ASCE 7-10 Envelope Procedure Seismic: ASCE 7-10 Equiv.Lateral Force Procedu e 150 % g .Si 56 %g ASD Basic 15 10 10 2 Upper Main psf psf psf . ENGINEER'S SEAL IS FOR LATERAL LOAD DESIGN DUE TO SEISMIC AND WIND FORCES AND FOR GRAVITY LOAD DESIGN OF ALL BEAMS, COLUMNS, AND FtittlpftiFD Dqiw 0 va CITY OF 1 UKWILA DEC 19 2018 -PERMt7`CENTER ,t -..,(75M771:TA ‘,/ A Engineering A 12810 NE 178TH ST STE 218 WOODINVILLE, WA 98072 A (425) 481-6601 PROJECT: A rex A 4ivAl.Y.51.r DATE: E LE V14nwar / giub AgEAs gibs : GRIM Sb FRONT ELEVATION A V-0" ---.7";- r --a Ro0 1R J 11 _J NM i FRONT ELEVATION A V-0" LEFT ELEVATION 1 1 I • ' G. .ELEVATIQ4 . 12 • ......,....... --a Ro0 NM 2.20o TRIM 1 1 I _ . — , • .T1 LEFT ELEVATION 1 r71 AZ L. A Engineering A 12810 NE 178TH ST STE 218 WOODINVILLE, WA98072 A (425) 481-6601 L PROJECT jnB#: BY: orri 0 I.) i• 1 I 1T! • DATE: 1 .--- EH -A-:-.1, ----,-..,., [-A 1 LJ 1M1 IflOOOOD_ uonnoriin FRONT ELFVATION 5 0OMPOS111.4 0.00000 .C. ELEvATICN LEEFT ELEVATION ,-- s-vs-0 PORIZ SIDI0S------ , 200 1021 C_J LEEFT ELEVATION r. • 1IL ( 1tt.) A Engineering 12810 NE 178TH ST STE 218 WOODINVILLE, WA 98072 A (425) 481-6601 PROJECT: .• JOB#: BY: DATE: N-COJG. STOOP ' FRONT ELEVATION C F CONPOSITION L I ICI ELEVATION -.. S ',....,... I. NM PE L HOR .. SION'S 2X. T/3111 a =I LEFT ELEVATION TSE A Engineering A 12810 NE 178TH ST STE 218 WOODINVILLE, WA 98072 A (425) 481-6601 PROJECT: LATERAL fcuAcysts JOB#: BY: F l 1 DATE: 6 161'x CONC. 0 GREAT BOOM CARET OPTIONAL FIREPLACE • OPTIONAL BEAM H FIREPLACE 10'-6" I dN. 35" DEE -DjLp OWI Tl1FE•NOLDO 4°: XO C H5 KI1'CNEN UI 3 O 0 3 0 0 /2" ti. /111240' HIGH HALF WALL .Swath►, 1143 T50 10 ICI 0 2 IR: AC PLYWOOD 5G—rr1T A00VEN 3-Vd x4' -V4 10-1/1 a CLI WM 1/2 e1 t1 L11 AFS �n r O 1 FIRE 5EPERATION 50LID GRLUTED STEEL POLE S_i IN CCNC. 5L46 5515111C 51057RA505 PER UP 3)2X4 42) 2X4 I7 GARAGE 6C14/2RETE 5-V0 x 15 GLO 24F -V4 IlIRZED DOWN CLC, TO B'-0" FOR R=TURN AIR (3)2>< I310!4 GAR DR TSG WALL LINE A20VE 7 FRONT FACETi GARCC-E� 15' CONE 5-112 x N GLp 24F -V4 TSE Engineering Job#: By: El Page: 171 Wind Pressures (Wind per ASCE 7-10 Method 2) Plan Number/Job ID Velocity pressure 6874 qh = 0.00256 Kh Kzt Kd V2 = 18.43 psf where: qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) h = mean roof height Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298). = 0.70 0.85 = 22.50 ft < 60 ft, [Satisfactory] G Cp f = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cpi = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) = 0.18 or -0.18 Roof Rise 6 to 12 Note: pressures shown 0 27 degrees are Strength Design and later adjusted for ASD TRANSVERSE DESIGN WIND PRESSURES Roof Type 2 Gable end Surface 1 2 3 4 1E 2E 3E 4E 5 6 Net Design Pressure, psf +Gcpi - 11.61 -16.03 - 10.14 -11.61 -12.16 -23.04 - 13.09 -12.16 4.05 -8.66 5E 7.93 6E -11.24 LONGITUDINAL DESIGN Net Roof Components -Gcpi Horiz. Vert. -4.98 -9.40 -7.17 -14.34 - 3.50 4.53 -9.07 -4.98 - 5.53 -16.40 -10.30 -20.61 -6.45 5.85 -11.70 -5.53 10.69 -2.03 14.56 -4.61 WIND PRESSURES Roof Type 1 Sloped Net Design Pressure, psf Surface +Gcpi -Gcpi 1 6.40 13.03 2 -16.03 -9.40 3 -12.12 -5.48 4 -11.18 -4.55 1E 11.35 17.98 2E -23.04 -16.40 3E -15.97 -9.33 4E -15.02 -8.39 5 4.05 10.69 6 -8.66 -2.03 5E 7.93 14.56 6E -11.24 -4.61 Net Roof Pressure Components Horiz. Vert. -7.17 -14.34 5.42 -10.84 -10.30 -20.61 7.14 -14.28 Pressure Combos 1+4 1E+4E 2+3 2E+3E 5+6 5E+6E notes: - negative values considered as 0 - when roof type is Gable end, use '1+4' and ' 1 E+4E' for '2+3' and '2E+3E', respectively Results (Horiz Comp) 0.00 0.00 - 2.64 - 4.45 12.72 19.17 Design ASD Design Pressures Pressures 17.58 10.55 26.37 15.82 1.75 1.05 3.16 1.90 12.72 7.63 19.17 11.50 3E 4-- REFERENCE CORNER 2 20 / 1 t 0 •10 IND DIRECTION 4 Pressure Combos 1+4 1E+4E 2+3 2E+3E 5+6 5E+6E Results (Horiz Comp) 17.58 26.37 1.75 3.16 12.72 19.17 Design ASD Design Pressures Pressures 17.58 10.55 26.37 15.82 .1.75 •1.05 3.16 •1.90 12.72 7.63 19.17 11.50 TSE Engineering Job#: By: Of of(4' Page: 6 - TRANSVERSE WIND FORCES Plan Number/Job ID 6874 Grid: 1 2 3 4 5 6 7 8 Wind Pressures per: ASCE 7-10 Interior Zone; Horiz.Wind Roof = 7.63 psf Horiz.Wind Wall = 7.63 psf End Zone; Horiz.Wind Roof = 11.50 psf Horiz.Wind Wall = 11.50 psf 2a = 6.0 ft: Sum of Transverse Wind Shears: A) ASCE 7-10 Wind Pressure on Projected Area of Building; Upper 1964 Ibs. Main 2158 lbs. Total 4122 Ibs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; Upper 1423 lbs. Main 2275 lbs. Total 3698 lbs. LONGITUDINAL WIND FORCES Grid: A B C D E F Wind Pressures per: ASCE 7-10 Interior Zone; Horiz.Wind Roof = 1.05 1.05 psf Horiz.Wind Wall = 10.55 10.55 psf End Zone; Horiz.Wind Roof = 1.90 1.90 psf Horiz.Wind Wall = 15.82 15.82 psf 2a = 6.0 ft. Sum of Longitudinal Wind Shears: A) ASCE 7-10 Wind Pressure on Projected Area of Building; Upper 2302 Ibs. Main 4521 lbs. Total 6823 Ibs. CONTROLS (see following pages for distribution) B) 10psf Wind Pressure at Wall and 5 psf at Roof on Projected Area of Building; Upper 2883 lbs. Main 3740 lbs. Total 6623 lbs. TSE Engineering Job#: By. t ({tt Page: C TRANSVERSE WIND FORCE DISTRIBUTION Plan Number/Job ID FRONT ELEVATION 6874 Grid:11 Roof End ZoneE 13 14 Wall Ht.1 8.1 1 Ift. Wall End Zone / No SWIE E _ Wall Ht.' 10.1 = 1 Ift. Wall End Zone / No SWIE E I ft. Width; 40 ft. X1 25 LEVEL: Upper Roof Type: 2 Ridge/Gable Ht 6.5 OH left; l .5 OH right: 1.5 Area left1-50 Area right; V left1982 V right: -501 9821 ft. ft. ft. sq.ft. 'sq.ft. lbs. 0 lbs. LEVEL: Main Roof Type: Ridge/Gable Ht OH left: OH right' Area left' Area right: V Ieft2061 V right: 20611 Ift. 1 ft. 1 ft. sq.ft. 'sq.ft. lbs: 0 lbs. TSE Engineering LONGITUDINAL WIND FORCE DISTRIBUTION Grid:A Roof End Zone: E Job#: By: r/rm. Page: Plan Number/Job ID RIGHT ELEVATION 6874 10 =D Wall Ht. 8.1 8.1 Wall End Zone / No SWIE Wall Ht.1 10.1 10.1 Wall End Zone / No SWE ft. ft. ft. Length; 25 25 Y1 19.5 20.5 Ift. LEVEL: Upper Roof Type: 1 Ridge/Gable Htl 5.5 OH front) 1 OH back: Area front1 Area back` V front1639 V back: 1 6.5 1508 473: 6811 €0 1ft. ft. ft. sq.ft. sq.ft. lbs. lbs. LEVEL: Main Roof Type! Ridge/Gable Ht OH front: OH backi Area front; l 0 Area back: V front 1969 11492 V back! 14091 19531 ift. ft. sq.ft: _sq.ft. lbs. lbs. TSE Engineering SEISMIC ANALYSIS - SEISMIC WEIGHTS B TRANSVERSE Total per Level: 22298 Ibs. 21965 Ibs. 113591 111261 R 109391 F 108391 A Grid:11 12 D at Roof at Upper Job#: iirr��II By: ql�'' Page:g Plan Number/Job ID 6874 LONGITUDINAL Total per Level: 22298 Ibs. 21965 Ibs. at Roof at Upper :Ibs. :Ibs. IIbs. Ibs. 8 C 2 113591 111261 B' 2 Transv.Walls2 109391 108391 AI 2 . Grid:1 Long Walls TSE Engineering Job#: By:0 Page: SEISMIC ANALYSIS - VERTICAL DISTRIBUTION OF FORCES Plan Number/Job ID ASCE 7-10 6874 Seismic Factor, IE = 1.00 Soil Site Class = D Coefficient, Ct = 0.02 Coefficient, x = 0.75 Coefficient, R = 6.5 0 10.1 hn = 18.2 ft. Ss = 1.5 g Si = 0.56 g Ta = 0.18 secs. Fa = 1.00 Fv = 1.50 k = 1 SMs = 1.5 SM1 = 0.84 Sos = 1.000 g Sol = 0.56 g Cs = 0.1538 TRANSVERSE DIAPHRAGM FORCES Base Shear = 6810 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx wxhxK Cvx Fx Vx E,Fi EWi Fpx (ft.) (ft.) (lbs.) (ft. -lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) Roof 18 22298 405814.5 0.647 4403 4403 22298 4460 8.1 4403 Upper 10 21965 221846.5 0.353 2407 6810 44263 4393 10 6810 Main 0 0 0 0.000 0 0 0 0 0 0 E = 44263 627661 LONGITUDINAL DIAPHRAGM FORCES Base Shear = 6810 lbs. Diaphragm Wall LATERAL FORCE PER LEVEL DIAPHRAGM FORCE Name Ht. hx wx Wxhxk Cvx Fx Vx EFi EWi Fpx (ft.) (ft.) (lbs.) (ft. -lbs.) (lbs.) (lbs.) (lbs.) (lbs.) (lbs.) Roof Upper Main 18 22298 405815 0.647 4403 4403 22298 4460 8.1 4403 10 21965 221847 0.353 2407 6810 44263 4393 10 6810 0 0 0 0.000 0 0 0 0 0 0 E = 44263 627661 Note: Base shear values and all seismic forces calculated this page are at ultimate level with no adjustments TSE Engineering Job#: By: fit` jW Page: /0 SEISMIC ANALYSIS - DISTRIBUTION OF DIAPHRAGM FORCES Plan Number/Job ID 6874 TRANSVERSE Total Force per Level: 4403 lbs. 6810 lbs. 0 at Roof at Upper A Grid:.1 2243` 3459' 2160: 3350: 7 [lbs. :lbs. lbs. !lbs. 8 Base shear values are summed per block between grids LONGITUDINAL Total Force per Level: 4403 lbs. 6810 lbs. 0 at Roof at Upper Bi 2 rransv.walls€2 2160! 3350; Ai 2 Grid:`1 €2 Long Walls '5 :lbs. :lbs. :lbs. :lbs. 8 TSE Engineering Job#: By: 4L Page: II SEISMIC DESIGN FORCES AT SHEARWALLS Plan Number/Job ID 6874 p = 1.3 TRANSVERSE GRID LEVEL Lsw QE p QE E 0.7E (ft.) (Ibs.) (Ibs.) _ (Ibs.) (Ibs.) 1 Upper 30.5 2201 2862 2862 2003 Main 34 3405 4426 4426 3098 2 Upper 36 2201 2862 2862 2003 Main 38 3405 4426 4426 3098 TSE Engineering Job#: By: E{ Page: j,Z SEISMIC DESIGN FORCES Plan Number/Job ID 6874 p = 1.3 LONGITUDINAL GRID LEVEL Lsw QE p QE E 0.7E (ft.) (Ibs.) (Ibs.) (Ibs.) (Ibs.) Upper 17 1080 1404 1404 983 Main 2.5 1675 2178 2178 1524 B Upper 8.5 2201 2862 2862 2003 Main 18 3405 4426 4426 3098 C Upper 11 1121 1458 1458 1020 Main 14 1730 2249 2249 1574 TSE Engineering TRANSVERSE SHEARWALLS �— Cow Nue:x.4s SVEA RV) ALL Grid 1 Grid:_A Level: Upper Lsw: 30.5 v wind; 32 v seismic= 66 USE:: SW1 R wind: 261 R seismic: 532 Roof Trib.= 13.5 Roof DLI 6176 Wall DLJ 2841 Uplift wind: 0 Uplift seismic' 0 USE:: Level: Main Lsw: 15.5 10 v wind! 61 - 61 v seismic` 91 91 USE:: SW1 1 SW1 R wind: 846 612 R seismic_ 1398 920 Roof Trib. Roof DLI 0 0 Wall DL1 1800 1162 Floor Trib. 1 1 Floor DL1 178 115 Uplift wind: 0 0 Uplift seismic: 0 0 USE:1 Anchor Bolts: 5/8" Dia. @ 48" o.c. Job#: By: r( Page:. /3 Plan Number/Job ID 6874 H ft. plf plf Ibs :Ibs ft. Ibs Ibs 'Ibs Ibs 8.5 'ft. _plf plf Ibs :Ibs ft. :Ibs 'Ibs ft. 1 I bs Ibs :Ibs TRANSVERSE SHEARWALLS Grid 2 Grid:A Level: Upper Lswl 17 v wind: 27 v seismic' 56 USE:1 SW1 R wind` 221 R seismic: 451 Roof Trib.1 11.5 Roof DLI 2933 Wall DLI 1584 Uplift wind: 0 Uplift seismic; 0 USE:1 Level: Main 19 27 56 SW1 221 451 13.5 3848 1770 0 0 Lsw! 23.5 14.5 v wind' 54 54 v seismic! 82 82 USE:1 SW1 SW1 R wind 757 757 R seismic: 1251 1251 Roof Trib. Roof DLl 0 0 Wall DLe 2730 1684 Floor Trib.- 1 1 Floor DLl 270 167 Uplift wind; 0 0 Uplift seismic: 0 0 USE:: STHD10 Anchor Bolts: 5/8" Dia. @ 48" o.c. TSE Engineering ID Job#: B. E (� L Page: '1cf Plan Number/Job ID 6874 G 1H ft. plf plf :Ibs Ibs ft. elbs Ibs Ibs Ibs 'ft. plf pif 1Ibs :Ibs ft. Ibs :Ibs ft. ;Ibs :Ibs Ibs LONGITUDINAL SHEARWALLS Grid A Grid:1 Level: Upper Lswi 10 v wind' 38 v seismic! 58 USE:: SW1 R wind' 305 R seismic: 468 Roof Trib.' 2 Roof DL1 300 Wall DLi 932 Uplift wind: 0 Uplift seismic! 0 USE:` Level: Main TSE Engineering OPENING REINF. - SEE SHT. /6 3 14 Lsw; 1.25 v wind: 788 v seismic: 610 USE: I STRONGWALL R wind' 9172 R seismic: 8032 Roof Trib.1 Roof DL1 0 Wall DL1 145 Floor Trib.1 5 Floor DL1 72 Uplift wind: 8738 Uplift seismic' 7380 4i5 (it) l trb1 A ANC-*biZ $OLTP 41--÷-- LSE." 5 C.0 ss 1i/ 15-n5 IS( MPSo A) STeEt- STRONG W'L+rtrt- AT G A .14 e PAN EL.s Job#: By: E( tie Page: Plan Number/Job ID 6874 17 18 1ft. plf plf 1Ibs ;Ibs ft. :Ibs :Ibs lIbs 'lbs 1.25 i ft. plf plf :lbs :lbs ft. :Ibs :lbs 'ft. ;Ibs :lbs ;lbs VA aou S CR0N[h WALL WIND = i34t6-/h s4= 46?0 /bS ' ACTUAL tutN� ! !-7CCT VOTML) bs xZ6golbs> l97.0 ! r ot< Ibs /bs Accaw (sPctFr = 10190 $Vtt° O. K 1 U5E 60SSW 013 Si:M PSo N S Tee Lo,vCsG liv Ar GARA6C YANeU' 441 (TN- CR14 DiA ANcctog 801.73 e'ACH PAW et- [A] 1 2 3 4 [E] X1 I� OL. X2 i i TSE Engineering REINFORCEMENT AT OPENINGS IN LONGITUDINAL SHEARWALLS v Grid A Lsw Level Upper Upper Main Main Grid 1-2 Lsw 10 OL 5 X1 2.5 X2 2.5 Hsw 8 OH 4 Y1 2.5 Y2 1.5 Panel Shears v (max.wind/seismic) 58 v[A] 135 use sW/ v[B] 19,/ v[C] 116 v[D] 116 v[E] 58 Maximum Horizontal Tensions and Design of Reinforcement at Openings 1 337 USE: CS16 2 337 USE: CS16 3 260 USE: CS16 4 260 USE: CS16 Job#: Page:. // Plan Number/Job ID 6874 ft. ft. ft. ft. ft. ft. ft. ft. plf plf plf plf plf plf lbs. lbs. Ibs. lbs. TSE Engineering LONGITUDINAL SHEARWALLS Grid B Grid:1 Level: Upper Lswl 8.5 v wind: 115 v seismic: 236 USE:! SW2 R wind: 935 R seismic: 1909 Roof Trib.' 2 Roof DLA 255 Wall DL1 792 Uplift wind: 621 Uplift seismic: 1438 USE:: MSTC40 Level: Main Lsw1 7 v wind: 161 v seismic: 172 USE:! SW2 R wind: 2057 R seismic: 2616 Roof Trib.1 Roof DLA 0 Wall DL1 813 Floor Trib.1 8 Floor DL1 644 Uplift wind: 1306 Uplift seismic: 1489 USE:_HD10 or HDU4 Anchor Bolts: 5/8" Dia. @ 32" o.c. Job#: By:0 lie Page: Plan Number/Job ID 6874 8 7 ft. plf plf Ibs Ibs ft. :Ibs 1 Ibs Ibs 'Ibs 11.5 Ift. plf pif :Ibs ;Ibs 1 ft. :Ibs Ibs ft. =Ibs fbs :Ibs LONGITUDINAL SHEARWALLS Grid C Grid:1 Level: Upper Lsw: 3.5 v wind: 62 v seismic= 93 USE:: SW1 R wind! 502 R seismic: 751 Roof Trib.' 2 Roof DL' 105 Wall DL1 326 Uplift wind: 373 Uplift seismic: 557 USE:: CS16x40 : Level: Main Lsw= 3 v wind' 140 v seismic! 112 USE:: SW1 R wind! 1803 R seismic; 1726 Roof Trib.: Roof DLl 0 Wall DU 348 Floor Trib.1 8 Floor DLJ 276 Uplift wind: 1487 Uplift seismic: 1251 USE:_STHD10RJ Anchor Bolts: 5/8" Dia. @ 48" o.c. TSE Engineering Job#: BY: g(�i t , Page: a$ Plan Number/Job ID 6874 7 18 SEISM( Cj ASICTT 7.5 ift. plf /ZA Tlo ,� ou CTIo�U plf _.—. CSW 3. A torp. SNEAK ,23o xo, $7S btoiFZF mol PtF > 93 lap :®KasE slit)/ L5b0 r3 3xa 61 TRY S I+ t l A :Ibs 11 bs ft. lbs :lbs :lbs IIbs 11 ift. : plf plf . . SHEAR. =.230 X o. 667- I53PI.F 153P[.F>(iZ PLY .'. oK ' USE SIN i lbs :lbs ft. :lbs :lbs 'ft. :lbs jibs Ibs / A Engineering A 12930 N.E. 178th Street Woodinville, WA 98072 (425) 481-6601 5. Ce TNIneft-IES aff+H (fl C01,Litt4N1 Catc, (TY ic)) PROJECT: G-RAurrY (AO N.) JOB s BY: J DATE: 25..O. GABLE END BLOCKED FO 5 NS _ 1.---_ t5) 25..0" cC1,10,15 r lJ a 0, ...,,,, HIP 1-145TER/CRDER i4' -.:..... .. . 1 i r(*) AF -50 ROC V T 5 /tt .. 2I. , DDE' ,LOCKED FOR SIDIN. 0 I TO RO , .ELo) a 111 r-- __.., .... --i.-- 'D:f IdOCCE '3Z tVg., ID-, CAD E EyyBLOGKED TSE Engineering BEAM Job#: $$eg By: /J Page: 420 INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 5 0 Tributary (ft) 13.5 13.5 ft Wall (psf) 0 0 Tributary (ft) 0 0 Floor (psf) 0 0 H.w p� R c TER Tributary (ft) 0 0 . Concentrated Loading Other (plf) 10 0 Load Xc P (DL) P (LL) P (TL) w (TL) 1 1.5 160 265 425 212.5 337.5 550 2 0 plf plf plf ft Ibs Ibs lbs RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 643 579 1029 923 1673 1503 832 1333 2165 Ibs. Ibs. Ibs. Ibs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 10"6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. DFL#2 1170 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 7.25 25.38 30.7 111 in. in. in."2 in."3 in."4 fv = 79 psi Brg.Lgth.= 0.060 ft. CL = 1.000 fb = 850 psi GL Cy = N/A R = N/A A (DL) = 0.02 in. A (LL) = 0.03 in. A (TL) = 0.05 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv'= 0.38 fb / Fb' = 0.63 USE 4 x 8 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L/ 1871 for LL L / 1151 for TL TSE Engineering BEAM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 9.5 Tributary (ft) 4 4 ft Wall (psf) 0 0 Tributary (ft) 0 0 Floor (psf) 0 0 Tributary (ft) 0 0 Other (plf) 10 0 Job#: gg68 By: r S''tra�/ Page: 0 w (TL) 0 70 100 170 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 333 333 475 475 808 808 790 1128 1918 Ibs. Ibs. Ibs. Ibs. lbs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. HF#2 1020 150 405 1.3 Cr 1 psi psi psi psi Ci yes Ci factors b d A S I Fb 0.8 3.5 9.25 32.38 49.9 231 Fv 1 in. in. in.^2 in.^3 in.^4 Fc(perp) 1 E 0.95 fv = 31 psi Brg.Lgth.= 0.047 ft. CL = 1.000 fb = 460 psi GL Cv = N/A R = N/A A (DL) = 0.04 in. A (LL) = 0.06 in. A (TL) = 0.11 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv' = 0.18 fb/Fb'= 0.49 USE 4 x 10 P.T. HF#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 1773 for LL L / 1043 for TL 2/ .Z.7= Engineering a 12930 N.E. 178th Street Woodinville, WA 98072 (425) 481-6601 PROJECT: 61,cs!itjTY 1,AAt7 0 tr.:3_16, o,1 JOB 4: _846g• BY DATE: /26 \ 17 LN (1 21 .riN "N. • (23) 111•11__. MI/ 0 514 C USN 9. 0 FLUSH 9941 jL 1 h ir MEP, F1R r 1,2 11;1,13;0 3'43 TSE Engineering BEAM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 8 Tributary (ft) 2 2 ft Wall (psf) 10 0 Tributary (ft) 8 8 Floor (psf) 10 40 Tributary (ft) 8.5 8.5 Other (plf) 10 0 Job#: By: Page: 0 w (TL) 0 205 390 595 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 820 820 1560 1560 2380 2380 1640 3120 4760 lbs. Ibs. lbs. Ibs. Ibs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 10^6 Manuf.Lbr. CD 1.15 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 9.25 32.38 49.9 231 in. in. in.^2 in.^3 in.^4 fv = 89 psi Brg.Lgth.= 0.091 ft. CL = 1.000 fb = 1140 psi GL Cv = N/A R = N/A A (DL) = 0.05 in. A (LL) = 0.10 in. A (TL) = 0.15 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.43 fb/Fb'= 0.92 USE 4 x 10 DFL#2 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 986 for LL L / 647 for TL TSE Engineering BEAM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 0 0 7.5 Tributary (ft) 0 0 ft Wall (psf) 0 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 10.5 10.5 Other (pif) 10 0 w (TL) 115 420 535 pif pif pif Job#: By: Irv" Ci Page: 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 431 431 1575 1575 2006 2006 809 2953 3762 Ibs. lbs. Ibs. Ibs. lbs. Ibs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101\6 Manuf.Lbr. TS 2252 285 650 1.5 CD 1 Timber CH 1 Dimen. Lbr. Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 11.875 41.56 82.3 488 in. in. in.^2 in.^3 in.^4 fv = 53 psi Brg.Lgth.= 0.073 ft. CL = 1.000 fb = 550 psi GL Cv = N/A R = N/A A (DL) = 0.01 in. A (LL) = 0.04 in. A (TL) = 0.05 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv' = 0.19 fb/Fb'= 0.24 USE T[MBERSTRAND LSL 3 1/2 x 11 7/8 v 3.3.03 RATIOS OF SPAN TO DEFLECTION L / 2205 for LL L / 1731 for TL TSE Engineering FLOOR JOIST INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 15 25 16.5 Tributary (ft) 0 ft Wall (psf) 10 0 Tributary (ft) 0 Floor (psf) 10 40 Tributary (ft) 1.33 1.33 Other (plf) 0 Job #: By: Page:AS 0 w (TL) 0 13.3 53.2 66.5 0 plf plf plf RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL). 110 110 439 439 549 549 453 1810 2263 lbs. lbs. Ibs. Ibs. Ibs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101.'6 Manuf.Lbr. Co 1 Timber CH 1 Dimen. Lbr. HF#2 850 150 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 11.25 16.88 31.6 178 in. in. in."2 in.A3 in.^4 fv = 43 psi Brg.Lgth.= 0.075 ft. CL = 1.000 fb = 860 psi GL Cv = N/A R = N/A A (DL) = 0.10 in. A (LL) = 0.38 in. A (TL) = 0.48 in. RATIOS OF ACTUAL TO ALLOWABLE fv / Fv' = 0.29 fb / Fb' = 0.88 USE 2x12 HF#2 AT 16" o.c v 3.3.03 RATIOS OF SPAN TO DEFLECTION L/ 516 for LL L / 413 for TL. BEAM INPUT: w (DL) pif w (LL) pif w (TL) plf 0 P (DL) lbs P (LL) lbs P(TL)lbs 0 RESULTS: RA (TL) _ VA (TL) = MA (TL) _ A(DL)= A (LL) = A (TL) = TSE Engineering 2 2 /r W \, 1.5 L= 2 10.5 f 135 500 635 3096 Ibs. 3096 lbs.(max) 0 ft.lbs. 0 135 500 635 0 MA -B (TL) _ A (DL) = A (LL) = A (TL) = 135 500 635 0 95 340 435 0 7422 ft.lbs.(max.) 0.043 in. 0.158 in. 0.202 in. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. TS 2252 285 650 1.5 Timber Dimen. Lbr. psi psi psi psi 95 340 435 0 RB (TL) VB (TL) MB (TL) = A (DL) = A (LL) = A (TL) = 95 340 435 0 Job#: By: E� Page: 910 2572 lbs. 2572 Ibs.(max.) 0 ft.lbs. b d A S I Brg.Lgth. CD 1 3.5 11.875 41.56 82.3 488.4 0.1 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 89 psi fv = 77 psi fb = 1083 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.31 fb/Fb'= 0.48 RATIOS OF SPAN TO DEFLECTION: L / 796 for LL L / 625 for TL USE TIMBERSTRAND LSL 3 1/2 x 11 7/8 1.5E fv/Fv' = 0.27 0 BEAM INPUT: w (DL) plf w (LL) plf w (TL) plf P (DL) Ibs P (LL) Ibs P (TL) Ibs RESULTS: RA (TL) _ VA (TL) = MA (TL) = A (DL) = A (LL) =- A A (TL) = J, W 1 1 L= 1 1 RB 6 ft. 150 170 320 2580 lbs. 2580 Ibs.(max.) 0 ft.lbs. 0 150 170 320 0 MA -B (TL) _ A (DL) = A (LL) = A (TL) = 150 170 320 0 150 170 320 2195 2695 4890 7760 ft.lbs.(max.) 0.034 in. 0.042 in. 0.076 in. 100 190 290 0 RB (TL) _ VB (TL) = MB (TL) = A (DL) = A (LL) = A (TL) 100 190 290 4170 Ibs. 4170 !bs.(max.) 0 ft.!bs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 GL Cv = R = Manuf.Lbr. GL 2400 165 650 1.8 1 1053 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brq.Lgth. Co 1.15 3.125 10.5 32.81 57.4 301.5 0.14 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 105 psi fv = 179 psi fb = 1622 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.55 fb/Fb'= 0.59 RATIOS OF SPAN TO DEFLECTION: USE GLULAM v 3.3.03 14. 3 L / 1702 for LL L / 941 for TL �F 0ft .3 oe fv / Fv' = 0.94 24F -V4 0 ; & Lill RA4t FLOOR BEAM INPUT: w (DL) plf W (LL) plf w (TL) plf P (DL) Ibs P (LL) Ibs P (TL) Ibs RESULTS: RA (TL) _ VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = 25 60 85 0 -34 Ibs. 0 Ibs.(max.) 0 ft.lbs. A (DL) = A (LL) = A (TL) = 25 60 85 0 RB (TL) _ VB (TL) = MB (TL) = -0.004 in. -0.003 in. -0.007 in. 25 60 85 305 380 685 0 2888 Ibs. 2344 Ibs.(max.) -1733 ft.lbs. A (DL) _ A (LL) = A (TL) _ BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10^6 Manuf.Lbr. ML 2604 285 750 1.9 Timber Dimen. Lbr. psi psi psi psi 305 380 685 0 RC (TL) _ Vc (TL) = MC (TL) = 0.012 0.014 0.026 305 380 685 1766 Ibs. 1766 Ibs.(max.) 0 ft.lbs. A (DL) = A (LL) = A (TL) = b d A S I Brq.Lqth. Co 1.15 1.75 11.875 20.78 41.1 244.2 0.06 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 9 psi fv = 120 fv = 79 psi fb = -505 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.03 fv / Fv' = 0.37 fb/Fb' = 0.17 RATIOS OF SPAN TO DEFLECTION: L / 5070 for LL L / 2775 for TL USE MICROLLAM LVL 1-3/4"x11-7/8" 1.9E v 3.3.03 fv / Fv' = 0.24 BEAM INPUT: w (DL) plf W (LL) pif W (TL) plf 0 P (DL) lbs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) _ MA (TL) (DL) =- A A (LL) = A(TL)= TSE Engineering 90 320 410 5415 Ibs. 5415 Ibs.(max.) 0 ft.lbs. 0 90 320 410 MA -B (TL) = A(DL)= A (LL) = A (TL) = 90 320 410 1055 1170 2225 110 400 510 0 31214 ff.lbs.(max.) 0.211 in. 0.517 in. 0.728 in. 110 400 510 0 RB (TL) _ VB (TL) MB (TL) = A (DL) = A(LL)= A (TL) 110 400 510 0 Job#: By: Pager► 5650 Ibs. 5650 Ibs.(max.) 0 ft.lbs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 101'6 GL Cv = R = Manuf.Lbr. GL 2400 165 650 1.8 0.987769 1708 ft. Timber Dimen. Lbr, psi psi psi psi b d A S I Bra.Lgth. Co 1.15 5.125 15 76.88 192.2 1441.4 0.14 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 96 psi fv = 98 psi fb = 1949 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.50 fb/Fb' = 0.71 RATIOS OF SPAN TO DEFLECTION: L / 441 for LL L/ 313 for TL USE GLULAM 5 1/8 x 15 24F -V4 OK v X (5" altaAM ec fv/Fv' = 0.52 0 TSE Engineering COLUMN Job#: By:rv. Paget Overall End Conditions Intermediate Supports Loading Length KeK( Keyy xx axis yy axis P axial w xx w yy 9 1 1 0 C 0 0 0 ft. lbs. plf plf Column Size Duration Plate Properties b d Co Specie Fc(perp) Cb ? Cb 4.5 5.5 1 HF 405 YES 1.083 in. in. psi MATERIAL Type/Specie Grade Fbxx Fbyy Fc E (10)A6 Eyy (10)A6 Manuf.Lbr. Timber Dimen.Lbr HF Stud 776 776 800 1.2 1.2 psi psi psi psi psi fc 0 psi RESULTS SRxx (Ie/d) 19.64 SRyy (IE/b) 1 COLUMN CSI = 1.0 Fc* 800 psi KcE 0.3 FcE 933 psi c 0.8 ki 1.354138 k2 1.458275 Cp 0.741428 Fc' 593 psi, r LAST lb ALLOWABLE AXIAL LOAD = And For Fc(perp)' Controlling = 111o< 0 ft.lbs &DC 22.69 inA3 fb> 0 psi FcE 933 psi Fb 776 psi k3 0 Myy 0 ft. lbs Syy 18.56 inA3 fbyy 0 psi FcE yy 360000 psi KbE 0.438 RB 5.416 FbE 17918 psi ka 0 P axial W YY m4 14680 lbs. 10858 lbs. USE: (3) 2 x 6 FHF Stud it) a' TSE Engineering Job#: i'of 6 °F Page: 31 g'iverLG BEAM P RA 2 1.5 1.5 .14.. w 1.5 INPUT: w (DL) plf 150 w (LL) pff 170 w (TL) plf 320 P (DL) lbs 775 F' (LL) lbs 990 P (TL) lbs 1765 RESULTS: RA (TL) = VA (TL) = MA (TL) A(DL)= A (LL) = A (TL) = L= ♦ / 1.5 1.5 9 ft. RB 1.5 200 265 465 4961 lbs. 2556 Ibs.(max.) -4170 ft.lbs. 0.002 in. 0.001 in. 0.004 in. 0 200 265 465 0 MA -B (TL) = A (DL) = A (LL) = A (TL) = 200 265 465 0 200 265 465 0 2795 ft.lbs.(max.) 0.014 in. 0.019 in. 0.033 in. 200 265 465 0 RB (TL) = VB (TL) = MB (TL) = A (DL) = A (LL) = A (TL) = 200 265 465 0 1629 lbs. 1629 ibs.(max.) 0 ft.Ibs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 101\6 R = Manuf.Lbr. PL 2903 290 650 . 2 5931 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brq.Lgth. Co 1.15 3.5 11.875 41.56 82.3 488.4 0.12 CH 1 in. in. in.^2 in.^3 in.^4 ft.. Cr 1 Ci 1 STRESSES: fv = 76 psi fv = 42 psi fb = -608 psi fb = 408 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.23 fb/Fb' = 0.18 fb/Fb' = 0.12 RATIOS OF SPAN TO DEFLECTION: L / 16932 for LL L / 6406 for TL v 3.3.03 L / 5604 for LL L / 3280 for TL USE PARALLAM PSL 3-1/2"x11-7/8" 2.0E fv/Fv' = 0.13 0 BEAM INPUT: w (DL) pif w (LL) pif w (TL) plf 0 P (DL) Ibs P (LL) Ibs P (TL) Ibs 0 RESULTS: RA (TL) = VA (TL) = MA (TL) = A(DL)= A (LL) = A (TL) = TSE Engineering t Ft E Eiv ALL Job#: By: Page: 3.4 100 40 140 2224 Ibs. 2224 Ibs.(max.) 0 ft.lbs. 0 100 40 140 665 965 1630 MA -B (TL) = A (DL) = A (LL) _ A (TL) = 195 210 405 0 195 210 405 0 8589 ft.lbS.(max.) 0.083 in. 0.092 in. 0.175 in. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10"6 Manuf.Lbr. PL 2903 290 650 2 Timber Dimen. Lbr. psi psi psi psi 195 210 405 0 RB (TL) _ VB (TL) Me (TL) L (DL) = A (LL) = A(TL)= 195 210 405 195 210 405 3074 Ibs. 2669 IbS.(max.) -203 ft.Ibs. -0.024 in. - 0.026 in. - 0.050 in. R= 1466 ft. b d A S I Brg.Lgth. CD 1.15 3.5 11.875 41.56 82.3 488.4 0.1 CH 1 in. in. in."2 in."3 in."4 ft. Cr 1 Ci 1 STRESSES: fv = 75 psi fv = 82 psi fb = 1253 psi fb = -30 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.23 fb / Fb' = 0.38 RATIOS OF SPAN TO DEFLECTION: fv/Fv'= fb/Fb' = 0.25 0.01 L/ 1429 for LL L/ 453 for LL L / 755 for TL L / 239 for TL USE PARALLAM PSL 3 1/2 x 11 7/8 2.0E 0 BEAM INPUT: w (DL) plf w (LL) pif w (TL) plf 0 P (DL) Ibs P (LL) Ins P (TL) lbs 0 RESULTS: RA (TL) _ VA (TL) MA (TL) = A(DL)= A (LL) = A (TL) TSE Engineering ;2 • +'at`'i . RooF 1,5' FGA 2.5 2.5 2.5 3 L = 16.5 55 75 130 3646 lbs. 3646 Ibs.(max.) 0 ft.Ibs. 0 55 75 130 0 MA -B (TL) _ A(DL)= A(LL)= A (TL) = 55 75 130 1475 1600 3075 185 310 495 0 23686 ft.lbs.(max.) 0.336 in. 0.449 in. 0.785 in. 185 310 495 0 RB (TL) VB (TL) =- MB MB (TL) =- A A (DL) = A (LL) = A (TL) 185 310 495 0 Job#: By:E.,ve:f Page: 33 4859 lbs. 4859 Ibs.(max.) 0 ft. I bs. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 10"6 GL Cv = R = Manuf.Lbr. GL 2400 165 650 1.8 1 810 ft. Timber Dimen. Lbr. psi psi psi psi b d A S I Brd.Lgth_ CD 1.15 5.125 12 61.50 123.0 738.0 0.11 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1 Ci 1 STRESSES: fv = 86 psi fv = 106 psi fb = 2311 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv/Fv' = 0.45 fb/Fb' = 0.84 RATIOS OF SPAN TO DEFLECTION: L/ 441 for LL L / 252 for TL USE GLULAM 5 1/8 x 12 24F -V4 oK X tz Gtruc. m. fv / Fv' = 0.56 0 FLOOR JOIST INPUT: w (DL) plf W (LL) plf w (TL) plf P (DL) lbs P (LL) lbs P (TL) lbs RESULTS: RA (TL) = VA (TL) = MA (TL) = A (DL) = A (LL) = A (TL) = 1,33 7CoaR Kro F 4 WALL 5EY t RA 2 1.8 1.8 1.8 L = 11 ft. 1.8 1.8 t RB 15 55 70 362 Ibs. 362 Ibs. (max. ) 0 ft.lbs. 0 15 55 70 0 MA -B (TL) = A (DL) = A (LL) = A (TL) = 15 55 70 0 15 55 70 929 ft.lbs.(max.) 0.006 in. 0.036 in. 0.043 in. BEAM PROPERTIES: MATERIAL Fb Fv Fc(perp) E x 1006 Manuf. Lbr. Timber Dimen. Lbr. HF#2 850 150 405 1.3 psi psi psi psi 15 55 70 0 RB (TL) _ VB (TL) = MB (TL) = A (DL) = A (LL) = A (TL) _ 15 55 70 r 15 55 70 150 70 220 698 lbs. 408 Ibs.(max.) -255 ft.lbs. -0.001 in. -0.010 in. -0.011 in. b d A S I Brg.Lgth. CD 1.15 3 11.25 33.75 63.3 356.0 0.04 CH 1 in. in. in.^2 in.^3 in.^4 ft. Cr 1.15 Ci 1 STRESSES: fv = 13 psi fv = 15 psi fb = 176 psi fb = -48 psi RATIOS OF ACTUAL TO ALLOWABLE STRESSES: fv / Fv' = 0.08 fb/Fb'= 0.16 RATIOS OF SPAN TO DEFLECTION: v 3.3.03 fv/Fv' = fb/Fb'= 0.09 0.04 L / 3629 for LL L J 1207 for LL L/ 3101 for TL Ll 1122 for TL USE (2)2x12 HF#2 AT 16" A Engineering A 12930 N.E. 178th Street Woodinville, WA 98072 (425) 481-6601 PROJECT: 6 Ptl 7 ° Loo P EQ -6 IV JOB it: BY: L� DATE: 35 - kti P0/11 T T 'iet10 Fi 0 fi F !1iv 6 TSE Engineering JOIST INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 0 0 14 Tributary (ft) 0 0 ft Wall (psf) 0 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 1.33 1.33 Other (plf) 0 0 w (TL) 13.3 53.2 66.5 plf plf plf Job#: By: Page: RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 93 93 372 372 466 466 326 1303 1629 Ibs. Ibs. lbs. lbs. Ibs. lbs. ft.lbs. ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv Fc(perp) E x 101'6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. HF#2 935 150 405 1.3 Cr 1.15 psi psi psi psi Ci 1 b d A S I 1.5 9.25 13.88 21.4 99 in. in. in.^2 in.^3 in.^4 fv = 45 psi Brg.Lgth.= 0.064 ft. CL = 1.000 fb = 910 psi GL Cv = N/A R = N/A A (DL) = 0.09 in. A (LL) = 0.36 in. A (TL) = 0.45 in. v 3.3.03 RATIOS OF ACTUAL TO ALLOWABLE fv/Fv' = 0.30 fb/Fb'= 0.85 RATIOS OF SPAN TO DEFLECTION L / 470 for LL L / 376 for TL USE 2 x 10 HF#2 @ 16" o.c. TSE Engineering BEAM INPUT: Uniform Loading Span Length w (DL) w (LL) L Roof (psf) 0 0 5.5 Tributary (ft) 0 0 ft Wall (psf) 0 0 Tributary (ft) 0 0 Floor (psf) 10 40 Tributary (ft) 11.5 11.5 Other (plf) 10 0 w (TL) 125 460 585 plf plf plf Job#: BYrtfail ptr Page: Si 0 0 0 RESULTS: VI (DL) Vr (DL) VI (LL) Vr (LL) VI (TL) Vr (TL) M (DL) M (LL) M (TL) 344 344 1265 1265 1609 1609 473 1739 2212 Ibs. lbs. lbs. Ibs. lbs. Ibs. ft.lbs_ ft.lbs. ft.lbs. DESIGN: MATERIAL Fb Fv FC(perp) E x 101'6 Manuf.Lbr. CD 1 Timber CH 1 Dimen. Lbr. DFL#2 1080 180 625 1.6 Cr 1 psi psi psi psi Ci 1 b d A S I 3.5 9.25 32.38 49.9 231 in. in. in.^2 in.^3 in.^4 fv = 54 psi Brg.Lgth.= 0.061 ft. CL = 1.000 fb = 530 psi GL Cv = N/A R = N/A A (DL) = 0.01 in. A (LL) = 0.03 in. A (TL) = 0.03 in. RATIOS OF ACTUAL TO ALLOWABLE fv/Fv' = 0.30 fb / Fb' = 0.49 USE 4 x 10 DFL#2 v33.03 RATIOS OF SPAN TO DEFLECTION L / 2574 for LL L / 2024 for TL ISOLATED FOOTING P DL 690 lbs. A 1.5 ft. DL slab DL soil DL footing E DL LL slab E LL E vert load f brg F brg TSE Engineering zoeoto yr s LL Fbrg (Ult.) Fbrg (Net) Brg. Depth cover Depth 2530 1500 0 1 lbs. psf psf ft. B 1.5 ft. 0 248 225 1163 0 2530 3693 1641 1500 Ibs. lbs. Ibs. lbs. lbs. Ibs. Ibs. psf psf Pu 5267 lbs. pu 2341 psf d ay. 4.5 Two Way Shear: bo 40 Vu 3641 Vc (11-35) 54000 as 40 Vc (11-36) 58500 Vc (11-37) 36000 Vn 30600 One Way Shear: Vu Vc (11-3) Vn Moment: LA Ls Mu(A) Mu(B) dA dB ka (A) Kb (A) As (A) AS (A) min ka (B) Kb (B) 512 8100 6885 in. Ibs. I bs. Ibs. Ibs. Ibs. Ibs. Ibs. lbs. 0.520833 ft. 0.520833 ft. 0.48 ft.kips 0.48 ft.kips 4.25 in. 4.75 in. 1.573333 -12.75 0.038 sq.in. 0.288 sq.in. 1.573333 -14.25 T 8 in. a 5.5 in. b 5.5 in. Results Soil Density Slab Thick. 1 110 ft. pcf in. fc 2.5 ksi fy 40 ksi f brg / F brg = 1.094 Size (A) 4 Vn / Vu = 8.4 >1.0 o.k. Reinforcing Steel: Qty Req'd: 1.47 Use: 2 Size 4 EW 4 EW Use I Xl$�rX8�f(let rn9 jrt1� (2) Ei 4( E.1Af Development Lengths: CC (A) R (A) y (A) %, (A) Kir (A) c (A) Ld (A) Excess Ratio Ld (A) 1 1 0.8 1 0 1.917 in. 12.000 in. 0.733 12.000 in. a (B) Q (B) y (B) (B) Kir (B) c (B) Ld (B) Excess Ratio Ld (B) 1 1 0.8 1 0 1.916667 in. 12.000 in. 0.733 12.000 in. Job # By El Page 38 Slab LL psf Size (B) 4 m 2'-0'I CIEF a 4" CMG. SLA EDGE (HICKE TO 12" r LI S L n , • L 48• WIDE x 20' 11-I10K x 61 CONCRETE FOOTING WITH R'8RFUIFC7c 4N( FOR DET (CENTER FOOTING UNDER 25'-0" 4" CONI. SLAB w/ EWE THICKENED TO 12" 3.-9" r . 6'-0" y. 4,-6° 2.13. d — mac' .4 BARS STUBIIY,E 4rCUT • 24" O.C. TTP -1 _ — — — �lj�— – – -• dPATIO 16•x e d I 1 CRAWL SPACE 6 MIL BACK 'VISOUEEN' VAPOR BARRIER OVER ENTIRE CRAWL SPACE B. MIN CLEARANCE UNDER FLOOR 4'-2" 4'-2" 4'-2" JOISTS. —4-o- I-- -4 -e-4- - ---s- 4- --4.13 , - r o u. IBJ IB L JB L B 0 IB NZIEF L IBI 4'-2" XV 11'-3" 2'-91/1" 2'-912" -\--2'-0'' iI31 CV -______ 2'-u'--I. - Ln i _ am_++a"I� IH LB —____ 4'-B 3/6" -_- 6'-2 __- I/4' _0_1 LIB IBJ _I j ---,<_i L ---J 'e FOR RJR,/ ,§t. 0 4e (Cm ABI r 4.I o , 1 _ J 5495 STUBBED OUT • 24" 0,2. 555. CONC. SLAII3 -r 30J 4 4' CLTc. 59.45 - SLOPE 3" 1OWARD5 0)4. DOORS .J RII _2O II ' LONG–FF.-4_ L_ _ IL J/6-2 1♦F'A R4ALL) 1'-4 I2� �1 �� L — RAISE CONI. STEM WALL SLAB - AS NEEDED PER L DETAILS - FOR GARAGE - CONT. CONC. FOOTING r "TALL STRON BOLiB BMP5 116558. 224 PER MA`ll BPECB. AND 14'-3" la TV • =•5E •(NEER L FOR DETAIL "DET J j' *5 IL 4 J/6-2 J ® . 19'-0" 25'-0" FOUNDATION PLAN 1/4"=1'-0" 8EE '6' N-ItEt18 FOR SHEAR- HOLDPOLIK BOOR TIE AND A4CiY.JR 60LT 6CFED(L' E6. _ ' WIDE x 20' THICK x bb' LONG CONGIRETE FDOTR4 WITH REINFORCEMENT FOR 00514 L J/8-2 (CENTER FOOTIF4 UNDER SNEARWALU '-4 12" FAG t 37 NOTES- • ALL MND. STEM WALLS TO BE 8• THICK 5110. • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA 18" MIN CLEARANCE UNDER FLOOR JOISTS. 12" MIN CLEARANCE UNDER FLOOR JOIST SUPPORT GIRDERS. • SOLID BLOCKING OVER SUPPORTS. • ALL FIGS. TO BEAR ON UNDISTURBED SOIL MIN 1$00 lbs. 5.5F. • FOUNDAT1ON STEEL PER ENGINEER • 4x6 POSTS TYP. • BEAM SPLICES. • ALL BEAMS TO BE 4x10 DF •2 UNLESS NOTED OTHERWISE. • ALL BEAM5 AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. TI -115 OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL WOOD MEMBERS IN CCNTAC( WITH CONCRETE, OR WITHIN 6" OF SOIL TO BE 15 PRESSURE TREATED MATERIAL OR OF A SPECIES NATURALLY RESISTANT TO DECAY AND INSECTS. • ALL METAL HARDWARE CONNECTORS AND FASTENERS IN CONTACT WITH PRES5URE TREATED MATERIALS TO BE GALVANIZED (SIMILAR OR 50449 TO SIMPSON Z -MAX) EXTRA CORROSION 1 515TANT. • FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF Pf'€55URE TREATED W000 SHALL BE RETREATED IN THE FIELD M ACCORDANCE WITH AWPA 114 AND 1RC 32033) • CONCRETE BATCH TICKET OR DELIVERY TECEI5T FOR 3000 P51 CONCRETE ON SITE FOR BUILDING INSPECTOR YSRIFICATION AT UNDERFLOOR INSFEGTION. CC NCR*15 SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT 185 VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 3 PERCENT OR MORE THEN 6 PERCENT PER IRO TABLE 4021. ANCHOR BOLTS, WASHERS AND SPACING PER EN:. L 0B1 4x4 POST ON 18'XI5"x10" 51-1K. w/ (2).4 BEW0ONC. PAD 4x4 POST ON 24'X24'410" TI -IK. w/ 2354 SEW. CONC. PAD 4x4 POST ON 30"X30"x12' T145. •/ (4).4 051)5 CONC. PAD 10 0 Q r FOUNDATION PLAN FILE NO: 0014 SHEET OF SEE '5' SHEETS FOR SHEAR - WALL, 010LDDCUN. FLOOR TIE AND ANCHOR COLT SCI-EDULES. 2510 FG '2 • 16" 00 ✓ • io L __ 2 1 L J ❑ I I DBL ABOVE BLK OUT MAIN FLOOR FRAMING PLAN 1/4"=1'_m" 254 STUDS • 16" O<. (NO POSTS OR POINT LOADS ABOVE VENTS). x 15 1/4" RIM VENTS FLOOR JOISTS PER PLAN f'A6e 'to EXISTING SHEATHING OVENT ELEVATION SIM 2 BOTTOM SILL PLATE RIM JOIST MUD SILL A35F • CUT RIM JOIST (RIM TO SILL PLATE) CONCRETE FOUNDATION 1-20-00 CRAWL SPACE VENTILATION 541 5111 '1' AREA 365 50 FT. REQUIRED 150 TYP. VENT 1"514• x .15 . 51 5Q. FT. PER VENT" 144 VENTS REOJIRED 356 51 OR ONE VENT MAX 36" FROM CORNER FOR CROSS VENTILATION, PER R4082 EXCEPTION N0. 2 1.B USE MIN. OF 8 VENTS NOTE: I6 5" X 20'1'," FRAME -OUT FOR FURNACE WARM -AIR DUCT, MECHANICAL CONTRACTOR TO VERIFY 513E < LOCATION. Q IS" X 24" FRAME -OUT FOR CRAWL ACCE55. • ALL FLOOR 201515 TO 50 PER PLAN • ALL FLOOR JOIST TO BE BLOCKED o BEARING. • SEE RON. PLAN FOR BEAM 512E5. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANT VARIATIONS BEFORE PROCEEDING. • ALL HANGERS TO BE LUS210 < LUS210-2 OR EQUIVALENT MAIN FLOOR FRAMING PLAN FILE NO: OS -4 SI-IEET 2 LL 16'-0" 25'-0" MAIN FLOOR PLAN I/4". I'-0" 8EF KY 6HEETH FOR 8 4EAR- WN.1, 140LDDOUN, FLOOR TIE AMP ANCHOR BOLT 8CFEDIE.05. 0 8 in 8 '-4 I/2" NOTES: Pah€ `t/ • INSULATED EXTERIOR HEADERS PER 2012 1155C • ALL sm. 2 HORS. TO BE 458 DFL•2 UNLESS NOTED OTHERWISE. ALL 5AWN 05A115 ASSUMED PPR UNLESS NOTED OTHERWISE. ALL GLU LAM BEAMS ASSUMED 24F -V4 UNLESS NOTED OTHERWISE. ALL PARALLAM BEAMS ASSUIE0 20. UNLESS NOTED 011-E01353. • TTP. 5. TO BE 9-1' • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK: • ALL PLUMBING 9E4E1-RA710N5 • • CONCEALED SPACES OF STUD WALLS AND PARTITIONS, 1NCLUDING FURRED SPACES .41 0001-1 CEILING AND FLOOR LEVELS • AT ALL 50r -FITS, DRIPPED AND COVED CEILINGS. • FIRE BLOCKING REDUIR 0 AT FLOOR AND CEILING BUT NOT 10 FT INTERVALS VERTICAL. NO F11‘ BLOCKING REQ AT STAIRS. • IN OPENINGS AROUND VE415, 010E5, DUCTS, 01411-NEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. • AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY 0144555 FOR FACTORY BUILT CHIMNEYS AND FLUES. • ALL PENETRATIONS ER011 GARAGE TO MAIN HOUSE (LIVING AREA) TO 55 SEALED WITH AN APPROVED MATERIAL TO RESIST THE PASSAGE OF FLAMES AND THE PRODUCTS OF 001113USTION. • TOP G WINDOWS • D'-0• ABOVE 114114 PLR UNLESS NOTED OTHERWISE. • TTP. EXT. WALLS TO BE 2,6 • 16" O.C. UNLESS NOTED 0THERUI(5E. • EXTERIOR CORNERS 50 BE 2 STUD, FILLY INSULATED ASSEMBLY PER 2015 MEC • SMOKE ALARM TO BE 1405 WIRED 4 INTERCONNECTED w/ BACKUP BATTERY TYPICAL Q 5A • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • I4A.14DRAIL • 34' - 38" ABOVE TREAD NOSING. • GJARDR0IL AND HANDRAILS TO BE A5LE TO WITHSTAND A SINGLE POINT LOAD APPLIED IN ANY DIRECTION AT THE TOP 1105T PART, OF 200 (be CONCENTRATED AND 50 Ise APPLIED HORIL TO ANY INTERMEDIATE BALLU5TER5 OR INFILL 07190-56455 PER I.RC. • 05040 GUARDRAIL TO BE P.T. WOOD. CEDAR or 51-109 FABRICATED WROUGHT IRON or FED 7I -FAP STEEL 11155 AND T.S.G. - FIELD VERIFY w/ CONTRACTOR - OWNER • INTERMEDIATE PICKETS 10 55 SPACED NO FURTHER APART SUCH THAT A SPHERE 4" IN DIAMETER CANNOT 7455 THROUGH AT my POINT. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFICATIONS. • ® DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6• WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • 8 DENOTES MULTIPLE CRIPPLE • HEADERS OVER 6'-0" LONG OR AT SHEAR PANEL ENDS FOR HOLD DOWN5 - SEE PLANS. • I!1" GWS. ON HOUSE/GARAGE 001-1M014 WALLS, ALL BEARING WALLS, PO5T5. BEAMS AND CEILINGS • GARAGE CEILINGS WITH LIVING AREA A50VE TO BE 5/8" TYPE "X" GIU5 TYPICAL. ( 2 LAYERS REO'D WITH TJI'S • 24" O.C. ) ALL STRUCTURAL 90555 AND BEAMS WRAPPED w/ 1/2" GUS. • 228 BLOCK AT 51' FOR THERMOSTAT. • VENT ALL FANS, DRYER EXHAUST TO OUTSIDE. • ALL BEAMS AND HEADERS TO 5E VERIFIED WITH STAMPED ENG198381NG CALCULATIONS -THIS OFFICE 71U57 9E NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL EXTERIOR DOOR AND WINDOW OPENNK.5 TO 55 FLASHED TO LIMIT MOISTURE INTRUSION - SEE ELEVATION PAGES - TYPICAL • 11R0 3193 - FASTENERS FOR PRE551IRE PRESERVATIVE AND FIRE RETARDANT- TREATED WOOD SHALL BE 00 105 -DIPPED GALVANIZED STEEL , STAINLESS STEEL, 511_1CON BRONZE 08 COPPER • SHEAR WALL BOTTOM PLATE NAILING AND ALL NAILING AT PRESSURE TREATED PLATE/MEMBERS SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STELL NAILS PER IRO 3193. • 5053 OUTDOOR LIGHTING: !REQUIRES HIGH EFFIC1E108 L10HT1NG OR CONTROLS FOR ALL PORCH LIGHTING. A5 AN EXCEPTION TO 1(43 441011 EFFICIENCY LUMINAIRE, A MOTION SENSOR AND PHOTO DAYLIGHT CONTROL MAY 55 USED. • R38 CARBON MONOXIDE DETECTORS OUT8(05 8L5PNG AREAS (ATTACI4ED GARAa58 AND/OR FCL FIRED 50111RENT) 0 010 • 019021L94. GARAGE 1115-16R4I,L PENETRATION PROTECTION FOR 90X GAS 15.1RN4C._ PVC VE7NT8 • ADDRESS NUMBERS 4° 151645 1R STROKE CON1RASTR8 0.40 0/5(210 • 531131 FLOOR ELEVATIONS AT THE REOWRED EGRESS DOORS 1101 EXIEROR LAND0 OR FLOOR SHALL NOT 8E MORE THAI 1-3/4 N01 -1E5 BELOW 11-E TOP GF THE 11A6€5440LD. • DECK LATERAL LOAD CONNECTIONS NOT LESS THAN 2 LOCATIONS (1(14001M 3500 9011.0 04940(15 • 8301215 ENGINEER OF RECORD MIST ADDRESS BITES 11/I11454 TOPIC WIND SPEED-UP AREAS OHIGH EFFICIENCY WATER HEATER 7E81115E0 5E5 SHEET 802 WITH O5 CREDIT 54 I0N11ION SOURCE ,WD HEATING ELEMENTS TO BE 11N. 15" ABOVE FINISHED FLOOR O141614 EFFICIENCY HVA0 50,11 11554T MIN AFUE OF 94 PERCENT. PER MEC SEE SHEET 502 WITH 10 CREDITS 3e 2A BATH FAN MIN. 50 131 PER (11501.4 0KITCHEN 1(5. 100 CFM. A LISTED 14000 15 REQUIRED PER IRC )91501.4 4 111503 IB MAXIMUM 400 CFM UNIT LESS THAN 15SF 15 CREDIT FE0JIRED STANDARD BUILDING ENVELO9E 56E0 IC IQ 90 FL 7 AI.O U - 1WR0QW8 32 141GH EFIC9?.CY HVAC CREDITS IID 5n LAVATORt' FAUCET"MIWID C+('1'I CIWID 7 m5 00/91.126405 9700 N 8E09(05 54021.4 OINTERMITTENTLY OPERATING VENTILATION SYSTEM SHALL HAVE THE MINIMUM FLOWS FROM TABLE M150133(1) (3) BEDROOMS 45 CFM O15" x 24' CRAWL 59ACE ACCESS PER IRC R405.4 O22" X 30" ATTIC ACCESS O6 VERIFY W/ OWER 0 -CLEARANCE WOOD 54185(NG OR DIRECT VENT GAS /1-90 METAL FIREPLACE, INSTALL PER MANUFACTURERS SPEC, RR.TAB. FP. TO BEAR 11-E STAMP OF AN APPROVED TESTING LAB. PROVIDE 6° OUTSIDE AI8 DUCT FOR 0 -CLEARANCE F/P ONLY. HEARTH PER WILDER/OWNER OSTAIR ILWINATION PER 303.1 AND 3038 OHOME0008 BETWEEN HOME t GARAGE or HEATED 4 UN -HEATED SPACE TO BE 1110.1-3/H" SOLID WOOD OR STEEL DOOR ORA 20 -MINUTE FIRE -RATED DOOR WAND SELF STRIPPED ANSELF CLOSING. e10 PROVIDE MINIMUM 36" LANDING IN DIRECTION 00 TRAVEL NO MORE 11-1AN I -1R" BELOW POOR THE5HOLD TYPICAL. NA 11 WALL TO BE CONTINUOUSLY 19RA(130 11/21(6 HF NO 2 AT 16" OC ma -11141N FLOOR BOTTOM PLATES TO 1.19PER-LEVEL TOP PLATES 0 GARAGE FIFE SEPARATION - PER IRC TABLE R3023, 5TRJ011.1RE(5) SUPPORTING FLOOR/CEILWG A55EIT5LI=_5 (IE. POSTS AND GIRDER) 51-IALL BE PROVIDED WITH PROTECTION (NOT LESS THAN IR• G9595111 BOARD OR EQUIVALENT). PLUMBING NOTES: AREA SUMMARY: • LIMIT KITCHEN SINK FLOW TO GPM. PER WSEC CREDITS • LIMIT 54-iOILE8 FLOW GPM. PER W5EC CREDITS • LIMIT LAVATORY FLOW GPM. FE5 MEC CREDITS MAIN FLOOR • 543 50. FT. UPPER FLOOR • 584 .50. FT. TOTAL • 1421 50. FT. GABA C -E • 366 5Q FT. MAIN FLOOR FLAN FILE NO: 0814 SHEET 3 OF 4'-6" 161vx5z' CON° PATO BSS. xo .17__ .N 55G MIN36W".000 y BELOW THRESHOLD "7_ 0 I" 404°XO _ -� -R-- - Y e GREAT ROOM I O 1 i� t CARPET 6 C 1 0 C -• NS I 90 1500 00 OPTIONAL FIREPLACE _ IKIT OPTIONAL BEAM H%'-9 1/2" 2" 3'-8 \ IR" WITH FIREPLACE ---- r. ,...O T r N _ 66 '8-1111.. C ,3' 0 IC HALF WALL H�; `Z' \ T/ 14 A 2.2 1 `}}'• 17 O SDM 3 _11 0 ��2)2X xS5(( ,_,, FA. TSG �r N b FU O�j 5 D ��- -4411 I 0 E FIRE SERRATION SOLID GROUTED STEEL I'6.FI 10 TSG ,,1t' `IR: AC PLYWOOD FURRED DOW CLG TO I POLE SET IN (CNC. SLAB 5'-0" FOR RETURN AIR SEI511IC STRAPS PER 390 5105 ca-AQA_'t'_ SOFFIT ABOVE\ CONCRETE 3) 2X4 5-1/2 x 6 Gus 248-V4 (3) 2X A 3 1/2 x 10-1,2 -I Gye 24F -V4 01r 1 2) 2X4 GO 1 Ea 0 0 (2)1-X ' I- 15 5w 014 GAR DR TSG WALL LINE ABOVE 2FRON TAFACEi,4 GARAGE 19' CONT. 5-0 x 0 C'w6 249-V4 ,IjLll, I'-41/2" 0 KEEP -TALL SIMPSO14 STRONGUALL PER MANNL SPECb. AND DETAIL I6'-3" .55W 5 J5-2 KWKW f 25'-0" / MAIN FLOOR PLAN I/4". I'-0" 8EF KY 6HEETH FOR 8 4EAR- WN.1, 140LDDOUN, FLOOR TIE AMP ANCHOR BOLT 8CFEDIE.05. 0 8 in 8 '-4 I/2" NOTES: Pah€ `t/ • INSULATED EXTERIOR HEADERS PER 2012 1155C • ALL sm. 2 HORS. TO BE 458 DFL•2 UNLESS NOTED OTHERWISE. ALL 5AWN 05A115 ASSUMED PPR UNLESS NOTED OTHERWISE. ALL GLU LAM BEAMS ASSUMED 24F -V4 UNLESS NOTED OTHERWISE. ALL PARALLAM BEAMS ASSUIE0 20. UNLESS NOTED 011-E01353. • TTP. 5. TO BE 9-1' • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK: • ALL PLUMBING 9E4E1-RA710N5 • • CONCEALED SPACES OF STUD WALLS AND PARTITIONS, 1NCLUDING FURRED SPACES .41 0001-1 CEILING AND FLOOR LEVELS • AT ALL 50r -FITS, DRIPPED AND COVED CEILINGS. • FIRE BLOCKING REDUIR 0 AT FLOOR AND CEILING BUT NOT 10 FT INTERVALS VERTICAL. NO F11‘ BLOCKING REQ AT STAIRS. • IN OPENINGS AROUND VE415, 010E5, DUCTS, 01411-NEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. • AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY 0144555 FOR FACTORY BUILT CHIMNEYS AND FLUES. • ALL PENETRATIONS ER011 GARAGE TO MAIN HOUSE (LIVING AREA) TO 55 SEALED WITH AN APPROVED MATERIAL TO RESIST THE PASSAGE OF FLAMES AND THE PRODUCTS OF 001113USTION. • TOP G WINDOWS • D'-0• ABOVE 114114 PLR UNLESS NOTED OTHERWISE. • TTP. EXT. WALLS TO BE 2,6 • 16" O.C. UNLESS NOTED 0THERUI(5E. • EXTERIOR CORNERS 50 BE 2 STUD, FILLY INSULATED ASSEMBLY PER 2015 MEC • SMOKE ALARM TO BE 1405 WIRED 4 INTERCONNECTED w/ BACKUP BATTERY TYPICAL Q 5A • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • I4A.14DRAIL • 34' - 38" ABOVE TREAD NOSING. • GJARDR0IL AND HANDRAILS TO BE A5LE TO WITHSTAND A SINGLE POINT LOAD APPLIED IN ANY DIRECTION AT THE TOP 1105T PART, OF 200 (be CONCENTRATED AND 50 Ise APPLIED HORIL TO ANY INTERMEDIATE BALLU5TER5 OR INFILL 07190-56455 PER I.RC. • 05040 GUARDRAIL TO BE P.T. WOOD. CEDAR or 51-109 FABRICATED WROUGHT IRON or FED 7I -FAP STEEL 11155 AND T.S.G. - FIELD VERIFY w/ CONTRACTOR - OWNER • INTERMEDIATE PICKETS 10 55 SPACED NO FURTHER APART SUCH THAT A SPHERE 4" IN DIAMETER CANNOT 7455 THROUGH AT my POINT. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFICATIONS. • ® DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6• WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • 8 DENOTES MULTIPLE CRIPPLE • HEADERS OVER 6'-0" LONG OR AT SHEAR PANEL ENDS FOR HOLD DOWN5 - SEE PLANS. • I!1" GWS. ON HOUSE/GARAGE 001-1M014 WALLS, ALL BEARING WALLS, PO5T5. BEAMS AND CEILINGS • GARAGE CEILINGS WITH LIVING AREA A50VE TO BE 5/8" TYPE "X" GIU5 TYPICAL. ( 2 LAYERS REO'D WITH TJI'S • 24" O.C. ) ALL STRUCTURAL 90555 AND BEAMS WRAPPED w/ 1/2" GUS. • 228 BLOCK AT 51' FOR THERMOSTAT. • VENT ALL FANS, DRYER EXHAUST TO OUTSIDE. • ALL BEAMS AND HEADERS TO 5E VERIFIED WITH STAMPED ENG198381NG CALCULATIONS -THIS OFFICE 71U57 9E NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL EXTERIOR DOOR AND WINDOW OPENNK.5 TO 55 FLASHED TO LIMIT MOISTURE INTRUSION - SEE ELEVATION PAGES - TYPICAL • 11R0 3193 - FASTENERS FOR PRE551IRE PRESERVATIVE AND FIRE RETARDANT- TREATED WOOD SHALL BE 00 105 -DIPPED GALVANIZED STEEL , STAINLESS STEEL, 511_1CON BRONZE 08 COPPER • SHEAR WALL BOTTOM PLATE NAILING AND ALL NAILING AT PRESSURE TREATED PLATE/MEMBERS SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STELL NAILS PER IRO 3193. • 5053 OUTDOOR LIGHTING: !REQUIRES HIGH EFFIC1E108 L10HT1NG OR CONTROLS FOR ALL PORCH LIGHTING. A5 AN EXCEPTION TO 1(43 441011 EFFICIENCY LUMINAIRE, A MOTION SENSOR AND PHOTO DAYLIGHT CONTROL MAY 55 USED. • R38 CARBON MONOXIDE DETECTORS OUT8(05 8L5PNG AREAS (ATTACI4ED GARAa58 AND/OR FCL FIRED 50111RENT) 0 010 • 019021L94. GARAGE 1115-16R4I,L PENETRATION PROTECTION FOR 90X GAS 15.1RN4C._ PVC VE7NT8 • ADDRESS NUMBERS 4° 151645 1R STROKE CON1RASTR8 0.40 0/5(210 • 531131 FLOOR ELEVATIONS AT THE REOWRED EGRESS DOORS 1101 EXIEROR LAND0 OR FLOOR SHALL NOT 8E MORE THAI 1-3/4 N01 -1E5 BELOW 11-E TOP GF THE 11A6€5440LD. • DECK LATERAL LOAD CONNECTIONS NOT LESS THAN 2 LOCATIONS (1(14001M 3500 9011.0 04940(15 • 8301215 ENGINEER OF RECORD MIST ADDRESS BITES 11/I11454 TOPIC WIND SPEED-UP AREAS OHIGH EFFICIENCY WATER HEATER 7E81115E0 5E5 SHEET 802 WITH O5 CREDIT 54 I0N11ION SOURCE ,WD HEATING ELEMENTS TO BE 11N. 15" ABOVE FINISHED FLOOR O141614 EFFICIENCY HVA0 50,11 11554T MIN AFUE OF 94 PERCENT. PER MEC SEE SHEET 502 WITH 10 CREDITS 3e 2A BATH FAN MIN. 50 131 PER (11501.4 0KITCHEN 1(5. 100 CFM. A LISTED 14000 15 REQUIRED PER IRC )91501.4 4 111503 IB MAXIMUM 400 CFM UNIT LESS THAN 15SF 15 CREDIT FE0JIRED STANDARD BUILDING ENVELO9E 56E0 IC IQ 90 FL 7 AI.O U - 1WR0QW8 32 141GH EFIC9?.CY HVAC CREDITS IID 5n LAVATORt' FAUCET"MIWID C+('1'I CIWID 7 m5 00/91.126405 9700 N 8E09(05 54021.4 OINTERMITTENTLY OPERATING VENTILATION SYSTEM SHALL HAVE THE MINIMUM FLOWS FROM TABLE M150133(1) (3) BEDROOMS 45 CFM O15" x 24' CRAWL 59ACE ACCESS PER IRC R405.4 O22" X 30" ATTIC ACCESS O6 VERIFY W/ OWER 0 -CLEARANCE WOOD 54185(NG OR DIRECT VENT GAS /1-90 METAL FIREPLACE, INSTALL PER MANUFACTURERS SPEC, RR.TAB. FP. TO BEAR 11-E STAMP OF AN APPROVED TESTING LAB. PROVIDE 6° OUTSIDE AI8 DUCT FOR 0 -CLEARANCE F/P ONLY. HEARTH PER WILDER/OWNER OSTAIR ILWINATION PER 303.1 AND 3038 OHOME0008 BETWEEN HOME t GARAGE or HEATED 4 UN -HEATED SPACE TO BE 1110.1-3/H" SOLID WOOD OR STEEL DOOR ORA 20 -MINUTE FIRE -RATED DOOR WAND SELF STRIPPED ANSELF CLOSING. e10 PROVIDE MINIMUM 36" LANDING IN DIRECTION 00 TRAVEL NO MORE 11-1AN I -1R" BELOW POOR THE5HOLD TYPICAL. NA 11 WALL TO BE CONTINUOUSLY 19RA(130 11/21(6 HF NO 2 AT 16" OC ma -11141N FLOOR BOTTOM PLATES TO 1.19PER-LEVEL TOP PLATES 0 GARAGE FIFE SEPARATION - PER IRC TABLE R3023, 5TRJ011.1RE(5) SUPPORTING FLOOR/CEILWG A55EIT5LI=_5 (IE. POSTS AND GIRDER) 51-IALL BE PROVIDED WITH PROTECTION (NOT LESS THAN IR• G9595111 BOARD OR EQUIVALENT). PLUMBING NOTES: AREA SUMMARY: • LIMIT KITCHEN SINK FLOW TO GPM. PER WSEC CREDITS • LIMIT 54-iOILE8 FLOW GPM. PER W5EC CREDITS • LIMIT LAVATORY FLOW GPM. FE5 MEC CREDITS MAIN FLOOR • 543 50. FT. UPPER FLOOR • 584 .50. FT. TOTAL • 1421 50. FT. GABA C -E • 366 5Q FT. MAIN FLOOR FLAN FILE NO: 0814 SHEET 3 OF SEE 5' 81-EEi6 FOR &-IEA R - WALL, Hd,.220 U . FLOOR TIE AND ANCHOR BOLT 8CFEDLILE5. 2X12 AT 16° OC tEr UPPER FLOOR FRAMIN PLAN 1/4". I' -m" NOTES: • ALL JOISTS TO BE PER PLAN. • 3/4° T40 PLT4b0D SUBFLOOR - GLUE 4 NAIL, BLOCK • ALL UNSUPPORTED 50055. • SOLID BL050J G • BEARING POINTS. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE 1'TUST BE NOTIFIED WITH ANT VARIATIONS BEFORE PROCEEDING. • U5E MIN, 0-38 INSULATION AT JOIST BELOW HEATED FLOOR AREA OVER GARAGE, • JOIST HANGERS TO BE 511105CN LUS FOR 2x 1015T6 OR EOUIV. • COLUMNS AT HEADERS AND BEAMS TO BE 12) 2x STUDS UNA. - INDICATES SI -EAR WALL 5= 84-55> SI 40 6= MAN FLOOR PLAN FOR FEADER SIZES UPPER FLOOR FRAMING PLA FILE NO: 6514 SHEET OF v EL b" (2) 2X6 25 418 v 25'-0" 6' -II" 3'-6" 4'-1" 3'-5" 5°46X0 ++g i = 24 +Tb 669655 6-4.'XOX VENTS ' ire O TSG *V 1._5" '_31/2' MST SD CARPET 9I HS 24 E ry 1 ® YN O 4 2` � 4P ti BA/CMD C TUB/SHOUT_ - 5) GUARD RAIL -I \ 26 445 5'- C FLUE F\ /� 26 2 0 V_.,1VVV Ips m Q AA 54P — O 449 ,r _- 1 (•/NTI4 269A DRYERIIu. -I O L O FOR RAL 54P 1---rTdE104 � .O. SD 2 7 5° 3 EL ,p, (2) 2X6 CARPET 6'-2 1/2" 3' 9 1/2" (2) GX6 _ SD 3m Vyy bpSIN d' H 8-1 4°4T EG X0 5 + (+ 0 3/4" i'-91/4" 2'-1" 5'-9" ® S" EGRESS X0 e 10' 10" 10,-2,• , 1 UPPER FLOOR PLAN SEE '8' 431.4EEl8 FOR 84 -EAR - WALL, HOIADOUN, FLOOR TIE AND 040440151 DOLT SCHEDULES. 1 EL '0' (2) 2X6 EL 'B' (2) 2X6 1 f'AGE '63 TUBS 4 S1-1OL((FRS: • FIOSELOCK BETWEEN 51005. • LIMIT SHOUF_R FLOW GP11. FER 4'5E0 CT6DIT5 • WALLS SHALL BE WATERPROOF TO MRL 10" ABOVE DRAIN INLET. • ALL GLAZU1G INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET TO BE SA"ETT GLASS. • INSULATION BEHIND F/G TUB 4 5HU,R UNITS NOT TO Ex0EED FLAME SPREAD R4TIKi OF 25 4 A SMOKE DENSITY OF 450 SEE UBC. STANDARD 8-1 AND UBC. SECTION 1013, AN0 UBC. SEC. 1082) • WATERPROOF G1110. AT TUBS AND SHOWERS PER U0 -.C. 2512. NOT TO BE INSTALLED OVER A VAPOR BARRER ( PVA FAINT REOJIRED AT 155 4 64-10WER 9URROIMD • ALL 9440000 AND TUB UNITS TO BE 11ANI5ACTERD FIBERGLASS UNITS UNLESS NOTED OTHERWISE. SITE BUILT 5140UER RECEPT00S SHALL BE TESTED FOR WATERTIGHTNE55 FER UPC 412..1 NATES: • ALL EMS. HORS. TO BE 448 GPI UNLESS NOTED OTHERWISE. ALL BEANS ASSUMED DF2 INLESS NOTED OTHERWISE. • TTP. B. TO BE S'-1 US• • SOLID BLOCKINS OVER SUPPORTS. _ • FIRE BLOCK ALL PLUMBING PENETRATIONS. CONCEALED SPACES CF SND WALLS AND PARTITIONS, INCLUDING FURRED SPACES AT 50144 CIELING AND FLOOR' LEVELS AND AT TEN FOOT (10'-0") INTERVALS 50144 VERTICAL AND HORIZONTAL. AT ALL SOFFITS, DROPPED AND COVED CEILINGS. IN CONCEALED SPACES BEi1UEEN STAIR STRINGERS AT 145 TOP AND BOTTOM OF RUN AND BETWEEN STUDS ALONG MID IN LINE WITH THE RN OF STAIRS AT UN FINISHED SPACES BELOW STAIRS. IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPEN11G5 AT CEILIN3 AND FLOOR LEVELS. AT OPENINGS BENEEN ATTIC SPACES AND 0441MNEY 04445E5 FOR FACTORY BUILT CHIMNEYS AND FLUES. • TOP OF WINDOWS • 6'-10" ABOVE MAIN FLR UNLESS NOTED OTHERWISE. • TTP. EXT. WALLS TO BE 276 • I6" OL. 1.01LE55 NOTED OTHER11195. • OSA 510CE ALARMS TO BE HOT WIRED 4 INTERCONNECTED w/ BACKUP BATTERY TYPICAL. • 5MOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • R315 CARBON MONOXIDE DETECTORS OUTSIDE SLEEPING AREAS (ATTACHED GAR4. 5 AND/OR FUEL FIRED EQUIPMENT) O CMD • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FIN154-ED w/ 5/8" TYPE "X" C -NB. • HANDRAIL F 34' - 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(5) PER MANIPACTURER SPEGIFIACTIONS. • • DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 276 AT 6" WALLS. USE (2) 274 AT 4" WALLS. UNLESS NOTED OTHERWISE. • VENT ALL FANSDRTER EXHAUST TO OUTSIDE • ALL BEAMS AND HEADERS TO BE VERPIED WITH STAMPED ENGINEERNG CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY 940141ION5 BEFORE PROCEEDING. 22" 44 30" MIN. ATTIC ACCESS 2A LOCAL EXHAUST FAN MIN 50 611, SEE SHEET ECI 111501.4 CON0EN580 EXHAUST TO OUTSIDE STAIR ILLUMINATION PER R3036 4 3534) SEE LIGHTING PER ECI O NA BMT OF WINDOW MIN. 48" TO FLOOR AT STAIRS OR Txi. OBEDROOM EMERGENCY ESCAPE (EGRESS) WINDOW PER R310.1 OTHIS PROJECT IS ELECTRIC IF DRYER IS FUEL -BURNING PROVIDE COMBUSTION AIR IN ACCORDANCE WITH IRC 141101 OPTIONAL L0455RD DOORS V5 FAN W31 UPPER FLOOR PLA FLE NO: 6814 S4EET s OF OPTIONAL BLOCKING IF LESS THAN 5' FROM PROP. LINE - SOLID BLOCK CUT TO FIT TIGHT AGAINST TOP PLATE AND SHEATHING / (4) 531 NAILS EACH BLOCK NO VENTS ALLOW -p D__3_51-00( 2015 IRC - TABLE 8302.1 (1) TYPICAL ALUM GUTTER I" AIR SPACE 11/ CARDBOARD INSUL 5.4.1.5 EXTEND 24" ASOVE INSULATION OPTIONAL VENTING IF LESS THAN 5' FROM PROP. LINE - COR -A -VENT BRAND IN -VENT" ROOF INTAKE VENT 5TRIP 30°1913011 EDGE OF EAV 10 SO IN/ FT STANDARD VENT BLOCK IF MORE THAN 5' FROM PROP. LINE TYP. RbGF G0 5T. FER DETAIL5 -4,Javited jm1J 5/5" G 011 O 14 -11156B AT .s5 5-I TIES 4) 554044 TRUSS 4IM (2) 2x6 TOP PLATES 1/2" GWB AT INTERIOR WALLS R-21 INSULATION SEE 2009 ULSEC - SHEET EC! SIDING. 5L154)41NG 42•11:. NAILING PER TYE'. WALL DETAIL 2' TO 5' FROM PROPERTY LINE OPTIONAL FIRE RESISTANCE IF LESS THAN 5' PROM PROP. LINE - ROOF EAVE FIRE -RESISTANCE RATING AT 0 ON T148 UNDERSIDE PROVIDED THERE ARE NO GABLE VENT OPENINGS. IRC R302.1 (4) BARGE BOARD TRIM PER PLAN 2114 BARGE RAFTER MII 5-49 TRUSS AND SAVE DETAIL 3/4"=1'-0" 2015 IRC R302.1 (1J LESS THAN 5' FROM PROPERTY LINE ROOFING PER ELEVATIONS OVER 30• FELT OVER 1/16" APA RATED 24/16 055 SHEATHING D TRUSS OVRHA4G PER PLAN . DRYWALL NAILER DBL. TOP PLATE 24" 0C. R-21 BATT INSULATION EXCEPT AT GARAGE SIDING, SHEATHING AND NAILING PER TYPICAL WALL DETAIL R-49 BATT ORB OUT INSUL SEE 2009 MEC SHEET 50 STUDS AT 16" 0C. 1/2" GWB AT WALLS GABLE END DETAIL 3/4°.1'_02 2015 IRC 5302) (b) LESS THAN 5' FROM PROPERTY LINE D5. 25'-0 G4141 E F110 1.11,OCK52 FOR SIDING... Tib (9)25-0" COMMONS AT 24" OL. 1..1 AF -50 RV TYP. 5(15 15' 84E516 FOR SHEAR - WALL, HOLDDOJN, R.00112 TIE A442 ANCHOR 501-T 9C')ULE6. 12" OH TYR. .05. 25'-0" HIP MASTER/GIRDER DRAG 114)55 WITH 2,100 LB. HoRIZCHTAL LOAD. ATTACH TRUSS TO SLEARLL4LL PER DETAIL C/8-1 0 (6) 21'-0" 011110145 245 RAFTERS - - 24" OC. 11/ 2x6 CLG JOIST BELOW ROOF FRAMING PLAN A I/4"= I' -O" C ° Y rA6E NOTES: • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANGS TO BE 12• UNLESS OTHERUI5E NOTED. • SEE ELEVATIONS FOR ROOF PITCHES. • SKYLIGHTS ON 256 CURB - SAFETY GLASS • TRU55E5 1 RAFTERS SHALL BE • 24" OC, UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. T14I5 OFFICE MUST B_ NOTIFIED WITH ANY VARIATIONS 5= -FORE PROCEEDING. • DETAIL FOR1-HDU2 FIRE -RESISTIVE 0.02451RUCTIO4 FOR THE U•1,0525I05 CF EAVE6 WITHIN 2 - 5 FEST OF PROFERIY LEES OR PROVIDE 1LE FOLLOWING: (.4) PROVIDE SOLID BLOCKS. FROM TIE WALL TOP PLATE TO TIE UNDERSIDE OF TLE ROOF 6404114IN3 (NO EAVE VENTS) (5) 140 GA5 F END VENTS ARE INSTALLED (0) A DETAIL 61-1C15131* OTHER FETHOD6 FOR ATTIC VENT1Y TRUSS NOTES: • MISSES WITH A CLEAR RECTANGULAR SPACE OF 24" WIDE ( 42" HIGH 5E11IE04 CHORD MEMBERS MUST BE DESIGNED A5 'LIMITED ATTIC STORAGE" WITH 20 565 LIVE LOAD ON BOTTOM CHORD. R3015. • ALL TR)55E5 SHALL 04155144245540152555 STAMP. • ALL TRUSSES SHALL BE INSTALLED ( BRACED TO MANUFACTURES SPECIFICATIONS. ' SEE DETAIL 5/6-3 FOR FECCt9154DDED TRUSS MAW...G. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL MISSES SHALL HAVE DESIGN DETAILS ( DRAWINGS ON SITE FOR FRAt1160 INSPECTION. • ALL GGNVECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRJ55 DRAWINGS. TO BE 51421550 AND SIGNED BY 4 LICENSED WASHINGTON STATE STRUCTURAL ENGINEER • TRUSSES SHALL BE MANUFACTURED IN A PLANT A5PROVD UNDER THE 5OUIIc-ANTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE =ALIT' CONTROL 65A111. (SECTION 23110) A5 WELL A5 MANUFACTURING PLANT'S NAME/ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TR)55E5. • LIGHT METAL PLATE CONNECTORS TO NAV FIELD MID GIRDER IDENTIFICATION IN 014141ICN BRANDED, MARKF_D, OR OTHERWISE PERMANENTLY AFFIXED TO EACH 'MISS SHALL CONTAIN THE FOLLOWING: A IDENTIFICATION OF 1HE TRUSS MA41FACTURING COMPANY. B. TLE DE51GN LOAD. C. THE TRUSS SPACING. • ALL ROOF TR15555 SHALL BE 50 FRA1E3 AND TIED INTO THE FRAMEWORK. AND SUPPORTING WALLS SO .45 TO FOR1 AN INTEGRAL PART OF THE LLHOLE 13111105G. ROOF TRUSSES SHALL HAV JOINTS IIF_LL FITTED AND SHALL HAVE ALL TENSION MEMBERS IIELL TIGHTENED BEFO: ANT LOAD 15 PLACED UPON THE TR:55. DIAGONAL AND SWAT BRACING SHALL BE USED TO BRACE ALL ROOF TR)55ES. • CF ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS BEARING BY SOLID BLOCKING TO PREVENT ROTATION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE. VENTILATION REQUIREMENTS ATTIC SPACEVENTILATION PER IRO 8806. ALL ATTICS SHALL BE PROVIDED WITH VENTILATION AT A RATE CF ONE SQUARE FOOT PER EACH 150 FEET Cr ATTIC SPACE. THIS MAY BE REDUCED TO I TO 300 PROVIDED THAT 40 TO 505 15 WITHIN EFT OF THE RIDGE VERTICALLY AND 50 TO 606 15 AT THE EAVES. •'BIRD BLOCKING 5/13) 2" DIA 8GREENED VENTS = 41492 50. FT. PER BLOCK • 44 EVERY E4VE BLOCK TO BE VENTED EAVE MORE THAN 5' FROM PROP.LINE • FKNAi ARXF Van •UOX50(2 N). 2115E 144 • VENTILATION= A (5F) _ °..P REO'D (300) . GABLE VENTS 4404.53/UW1-51 = 51 (144) ATTIC VENTILATION 55051RED 141. IPI LOCATION GROSS AREA (5F) 14/300) MIN 655O'D. VENT (SF) (45300)41 50 6 REDID AT EAVE (4530012 50 6 RED'D 36" AB. EAVE UPPER ROOF 931 3.10 5F 155 5F 155 65 GARAGE/PORCH 19 26 5F .152 5F .132 SF 3' ABOVE EAVES VENTILATION PROVIDED (FUEL 50% OF REDID) LOCATION ROC* VENT5 AT 211 SF. EA GABLE VENTS 15% EMCIENT PR091050 UPPER ROOF (6) . 166 0 166 SF> 135 5F GARAGE/PORCH: (2) . 55 0 55 5F >132 5F MEE'WAN 5'-0• Mal PROPERTY LRE EAVE5 VENTILATION PROVIDED (MIN. 546 OF REOD) EAVES VENTILATION FRONDED (MIN. 50% OF REDD) LOCATION METAL VETT AT .43 5F. EA BIRD BLOCKING AT 05 PER 3 HOLES PROVIDED UPPER ROOF 0 (35) = 1.9 L9 '.F > 155 6. GARAGE/PORCH0 (4) = 2 1 5F >.132 5F LEES THAN 5'-0 FROM PROPERTY LITE EAVES VENTILATION PROVIDED M1N. 5911 OF I552122) EAVES VENTILATION PROVIDED MIN 6 % OF RECD.) LOCATION _ REO. 5F (A00)2 3 REQ LF OF IN -VENT EEO AXIS.LF UPPER ROOF 931 156 6. 250 LF MIN GARAGE PORCH0 (4) . 2 2 SF >,132'5= RIDGE VENT COR4VENT ( 9-600 RIOGE VENT PROVIDE5 2055 In. NET FREE AREA PER LINEAL FOOT OF VENTED RIDGE LINE ( 0.14 S0. FT ) . EVERY 2 LIN FT OF 9-600 = 1 AF -50 ROOF VENT ROOFTOP LNTAKE IN -VENT ( 9-3000 ON THE ROOFTOP INTAKE VENTILATION PRODUCT VENT PROVIDES 10 50 IN. NET FREE AREA PER LINEAL FOOT CONVERT 5. FEQ TO LF CF VENT = (125 SAFETY FACTOR X 144) / 10 = 15 LF/65 UPPER ROOF 155 552 • .18 55 LEFT AND RIGHT ROOF .15 5F X IB LF15F • 14 1.5 OF 114 -VENT ROOF FRAMING PLAN A FILE NO: 6814 81-IEJE/T R/ /�T OP 2x8 RAFTERS • 24" 00 0/ 2x6 CLO ,JOIST BELOW ROOF FRAMING PLAN 8 1/4".I'-0" OPTIONAL BLOCKING IF LESS THAN 5' 01201 PROP. LINE - SOLID BLOCK CUT TO FIT TIGHT AGAINST TOP PLATE AND SHEATHING / (4)8c1 NAILS EACH BLOCK NO VENTS ALLOWED IN BLOCK 2015 IRC - TABLE 12302.1 TYPICAL ALUM GUTTER 1" AIR SPACE w/ CARDBOARD IN5UL BAF-rLE EXTEND 24" ABOVE INSULATION OPTIONAL VENTING IF LESS THAN 5' FROM PROP. LINE - COR -A -VENT BRAND IN -VENT" ROOF INTAKE VENT STRIP 36" FROM EDGE OF EAVE 10 SO IW FT STANDARD VENT BLOCK 10 MORE THAN 5' FROM PROP. LINE OVERHANG PER PLAN Opr 2x8 RAFif 24" O.C. w/ CLG JOIST 50 N (2)6,3 I/2' TVP. ROOF PER DETAIL DETAILS 02 11111J "I 1.0 1.1 P� �) in yy r1. `�M LOCATION GROSS ATEA (SF) �12" CJFI (403001/2 50 3REO'D AT EAVE (40300)/1 50 R REO'D 36° AB. EAVE UPPER ROOF 931 3J0 SF 155 SF 0S.L fe — 75 -0 7+42{1 F FNn 1244,OL•=L Ii.R 30 .NS -D5. ❑ (91 25'-0" COMMONS AT 24" OG. Tn 4 r — SIII . ZZ % Cy 0,___ FF -50 ROOF VENTS TYPICAL 0 AI J� III aJ ee T.. 5 �) ❑ C HOW 75013t G DETA '" GI, LEE Ill 0 S 21'-0" COMM. I 01 Vy 1W-1 1J H 3 ir � � ae 21'_0° 1 I ❑ 1 21'-O" H -I RS II liirr , 2x6 BELOW • 1 !Jr- kIni JI 5(4)IZ iOSLO 24" comm. 9� B_LO t ❑ W I-0 m D5.r � m �L 1111 :A M 12° 6'-3 ilalli. ^ .. 105 N 6'-31/2" 91 SIDING, SHEATHING AND NAIL1140 0312 TVP. WALL DETAIL - 2' TO 5' FROM PROPERTY LINE 5/8" Gc15 AT CEILI .:5 51M05ON H-1 TIES AT EACH TR -155 (2) 256 TOP PLATES I/2" Cd115 AT NTERIOR WIAI 1 5 1R-21 INSULATION SEE 2015 W5EC - SHEET ECI MIN R-49 ii TRUSS AND EAVE DETAIL 3/4"=1'-0" 2015 IRC R307.1 (a) LESS THAN 5' FROM PROPERTY LINE ROOF FRAMING PLAN C 1/4".1'-0" OPTIONAL FIRE RESISTANCE IF LESS THAN 5' FRO1 PROP. LINE- R70F EAVE FITC -RESISTANCE RATING AT 0 ON THE UNDERSIDE PROVIDED THERE AIT0 NO GABLE VENT OPENINGS. IRO 12302.1 (3) -- BARGE BOARD TRIM PER PLAN 2x4 BAF040 RAFTER 0001204 Y PER PLAN DRYWALL NAILER ' DBL. TOP PLATE TVP. MSS WITH 2)00 LS LNTAL LOAD. ATTACH TO IN—MAMA/1 PER L C/5 -I -0"000710145 O.C. ROOFING PER ELEVATIONS OVER 30 FELT OVER 146" APA RATED 24/16 055 SHEATHING TRU55 74" O.C. R-21 BATT INSULATION EXCEPT AT 04040E SIDRYz, 5HEATHIN0 AND NAILING PER TYPICAL WALL DETAIL R-49 5412 OR 5T0LLN INSUL SEE 2009 WSEC i SHEET EC1 STUDS AT 16" 00 IR" GLIB AT WALLS GASLE END DETAIL 3/4"= I'-0" 2015 IRO R3021 (3) LESS THAN 5' FROM PROPERTY LINE NOTES: • VENTED BLOCKING OVER SUPPORT5. • ROOF 00012 IANG5 TO BE V. UNLESS OTHERWISE NOTED. • SEE ELEVATIONS FOR ROOF PITCHES. • SKYLIGHTS on: 2x6 01RH - SAFETY GLASS • TRUSSES 4 12402085 SHALL BE • 24" 0.C. UNLESS 0TH=RN5E NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. TH15 OFICE FIST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • DETAIL FOR I -HOUR FIRE-40515TIVE CONSTRICTION FOR 11-E UNDERSIDE OF EAVES WITHIN 1 - 5 FEET OF PROPERTY LITE5 OR PROVIDE THE FOLLOUAIY: (A) PROVIDE SOLID BLOCKRY FRO -I TFE 51433 TOP PLATE TO TIE UNDERSIDE OF THE ROOF 51EATH4 (NO E4VE VENTS) (B) NO (4031 F END VENTS ARE VISTA 1 F1'1 (0) A DETAIL SHOWNG OTHER 101340D6 FOR ATTIC VENTING TRUSS NOTES: • TRUSSES WITH A CLEAR RECTANGULAR SPACE OF 24" WIDE T 42" HIGH BETWEEN CHORD MEMBERS MUST BE DESIGNED AS "LIMITED ATTIC STORAGE" WITH 20 P5F LIVE LOAD ON BOTTOM CHORD.' 83015. • ALL TRUSSES SHALL CARRY MANIFACTW`5 STAMP. • A1. TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURES SPECIFICATIONS. SEE DETAIL 7/5-3 FOR REGGI-PS _ 00 TRJ55 IMAGING. • 1R155E5 WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. 40PR7VAL OR ENGINEERING CALOJLATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS ) DRAWINGS ON SITE FOR FRAMING INSPECTION • ALL CONNECTIONS OF RAATER5. JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TR155 DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE RE0UIRENENTS OF SECTION 1101414 EACH TR155 SHALL BEAR THE CUALIT 0 CONTROL STAMP (SECTION 23116) AS SELL A5 MANUFACTURING PLANT'S NAME:ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. APPROVED HANGERS SHOULD BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD MID GIRDER IDENTIFICATION. INFORMATION BRANDED, MARKED, OR OTHERWISE PERMANENTLY AFFIXED TO EACH TR155 SHALL CONTAIN THE FOLLOWING: A IDENTIFICATION OF THE TRJ55 MA '4JFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACITG • ALL W20E 1E3155E6 SHALL BE 50 FRAMED AND TIED INTO T140 FRAMEWORK AND SUPPORTING WALLS SO AS TO F0201 AN INTEGRAL PART OF 1440 WHOLE BUILDING. ROOF TRI55E5 SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS SELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON TI -10 TR155. DIAGONAL AND SWAY BR40ING SHALL BE USED TO BRACE ALL 12000 TR15505. • 1L ROOF TRUSSES SHOD BE SUPPORTED LATERALLY AT POINTS OF BE4RING B0 SOLID BLOCKING TO PREVENT ROTATION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT TI -10 RIDGE. VENTILATION REEQUJREMENTS ATTIC SPACE VENTILATION PER IRC 8806. ALL ATTICS SHALL BE PROVIDED WITH VENTILATION AT A RATE OF ONE SOUARE FOOT PER EACH 150 FEET OF ATTIC SPACE. THIS MAY BE REDUCED TO I TO 300 PROVIDED THAT 40 TO 506 15 WITHIN SR- OF THE RIDGE VERTICALLY AND 50 TO 605 IS AT THE EAVES. • •5I1RD BLOCKING W/(3) 2" DIA SCREENED VENTS = 0492 50. FT. PER BLOCK • *EVERY EAVE BLOCK TO BE VENTED EAVE MORE THAN 5' FROM PROP. LINE • 0414 30105X.240(.(304'353 13• 71150. 144 • VENTILATION= A (5F) SF RECD (300) . GABLE VENTS 7131.51.N)(0231 5F (144) ATTIC VENTILATION !MOORED LOCATION GROSS ATEA (SF) (4/200) MN REO'D. VENT (5F) (403001/2 50 3REO'D AT EAVE (40300)/1 50 R REO'D 36° AB. EAVE UPPER ROOF 931 3J0 SF 155 SF 155 50 GARAGE/PORCH 19 26 5F 432 SE 132 5F 3' ABOVE EAVES Vi34TILATIGN FRONDED MN • % OF REOV) LOCATION R000 VENT5 AT 211 SF. EA GABLE VENT5 156 EFFICIENT PRO0IDE0 UPPER ROOF (6) • 166 0 166 5F> 155 5F GARAGE/PORCH 12) = 550 (4) • 2 55 5F >132 SF MOR. THAN 5'-0• F%H. PROPERTY LITE EAVES VENTILATION PROVIDED (70714 505 OF RE0DJ EAVES VENTILATION 12023)0 J MN 505 OF RFOD) LOCATION FETAL VENT AT .43 5F. EA BIRD BLOCKING AT 05 PER 3 HOLES PROVIDED UPPER F2000 0 (38) • 19 1.9 SF > 155 5E GARAGE/PORCH 0 (4) • 2 2 SF).132 5F LESS 11 -IAN 5'-0 FRC:11 124000RfY LITE EAVE5 VENTILATION PROVIDED (MN 505 OF ?MOD) EAVES VENTILATION 1240,1DED (MN 506 OF !MOD.) LOCATION REO. 5F (4/200)/1 RE0 LF G IN -VENT REO A X 18 • LF UPPER ROOF 931 156 5F 280 LF MIN GARAGE/PORCH 0 (4) ° 2 2 5F >132 "s RIDGE VENT CORAVENT ( 3-600 ) RIDGE VENT PROVIDES 20ac1 IN NET FREE AREA PER LINEAL FOOT 00 VENTED RIDGE LINE ( 0.14 5O. FT ) . EVERY 2 LIN FT OF 0-600 = I .4F-50 ROOF VENT ROOFTOP INTAKE IN -VENT ( V-3000 1 ON THE ROOFTOP INTAKE VENTILATION PRODUCT VENT PROVIDES 10 5O IN NET FREE AREA PER LINEAL FOOT CONVERT F,F 1200 TO LF 6 VENT • (125 SAFETY FACTOR X 144) / 10 = 18 LF/5F UPPER ROOF 155 SF/2 = .18 5F LEFT AND RIGHT R000 .18 5F X IB LF/40 = 14 LF GE IN -VENT ROOF FRAMING 'B' AND 'C' FILE NO: 6E14 SHEET 6B/C OF Mit MiTek' Re: 19-022660T MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC West -Everett, WA. Pages or sheets covered by this seal: R57193766 thru R57193789 My license renewal date for the state of Washington is June 10, 2019. February 22,2019 Komnick, Chad 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. CORMCTION LTR# �...1- RECEIVED CITY OF TUKWILA MAR 2 2 2019 PERMIT CENTER REVIEVVED FOR CODE COMPLIANCE APPROVED JUN 18 2019 City of Tukwila BUILDING DIVISION Job • Truss Truss Type Qty Ply R57193766 19-B22660T A01 Califomia Girder 1 1 Job Reference (optional) BMC (Everett, WA), r1-0 _o0°1 Everett, WA - 98201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:52 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnlDzikk8-nhjP6kbupQvISQbKDx20uXpYT8g1 AuFGRog 1 XOzicbl 3-11-5 7-6-12 7-10-15 11-4-3 14-6-0 17-6-0} 25-0-0 26-0-0 3-11-5 3-7-7 0�- 33-4 3-1-13 3-0-0 7-6-0 1-0.0 4x5 = F R Scale =1:44.7 3-11-5 7-6-12 11-4-3 14-6-0 17-6-0 25-0-0 3-11-5 3-7-7 3-9-7 3-1-13 3-0-0 7-6-0 0 Plate Offsets (X,Y)— [B:0-7 4,0-3-7], [C:0-2-0,0-2-0], [D:0-4-0,0-1-8], [E:0-2-8,0-2-4], [F:0-2-8,0-1-12], [H:0-3-4,0-1-1], [K:0-2-12,0-2-0], [L:0-3-0,0-0-8], [0:0-4-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.86 BC 0.68 WB 0.96 Matrix -R DEFL. in (loc) 1/defl Lid Vert(LL) -0.19 M >999 240 Vert(CT) -0.31 M >963 180 Horz(CT) 0.08 H n/a n/a PLATES GRIP MT20 185/148 Weight: 124 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS *Except* H -L: 2x6 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) B=2993/0-5-8, H=1566/0-5-8 Max Horz B=69(LC 56) Max Uplift B=-297(LC 10), H=-159(LC 11) Max Gray B=3140(LC 31), H=1566(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-10 oc purlins, except 2-0-0 oc purlins (2-11-7 max.): D -E. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-5857/573, C -D=-4087/500, D -E=-3379/395, E -F=-2371/269, F -G=-2397/279, G -H=-2780/264 BOT CHORD B-0=-530/5126, N-0=-530/5126, M -N=-426/3635, K -M=-349/3369, J -K=-166/2380, H -J=-166/2380 WEBS C-0=-46/1456, C -N=-1678/117, D -N=-41/1047, D -M=-625/332, E -M=-193/443, E -K=-1992/281, F -K=-220/1925, G -K=-571/127, G -J=0/269 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=297, H=159. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 796 Ib down and 242 Ib up at 7-8-8 on top chord, and 118 Ib down at 2-0-12, and 1584 Ib down and 127 Ib up at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). g&silitirmArsieffihelta ndard February 22,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE /All -74T3 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 budding 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 BCS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mie MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job * Truss Truss Type Qty Ply R57193766 19-022660T A01 Califomia Girder 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-64, D -E=-64, E -F=-64, F-1=-64, B -H=-20 Concentrated Loads (Ib) Vert: D= -697(F) 0=-1584(F) T= -59(F) 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:52 2019 Page 2 I D: n5eJf7vk2bz 131XsTPJnI Dzikk8-nhjP6kbupQvISQbKDx2OuXpYT8g 1 Au FG Rog 1 XOzicb l A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 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 parameter; and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual buss 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 bradng of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA -45661 Job Truss Truss Type Qty Ply R57193767 19-622660T A02 California 1 1 Job Reference (optional) BMC (Everett, WA), 0 1-0-0 '1-0-0 Everett, WA - 98201, 7-6-0 7-6-0 j 9-6-12 9-1I0-15 2-0-12 0-4-3 4x5 D N 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:54 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnI Dzikk8-j4g9XQc9L19oikliKM5UzyuwyxlkezJZv698buzicb? 15-1-1 15j-514 17-6-0 25-0-0 26-0-0 5-2-2 0-4-33 2-0-12 7-6-0 1-0-0 0 5x6 6.00 12 2x4 1/ F Scale =1:44.7 M P B L QG 3x6 = 9-6-12 K 4x8 = 3x6 15-5-4 3x4 = 25-0-0 3x6 = 9-6-12 5-10.8 9-6-12 0 0 Plate Offsets (X,Y)— [D:0-2-4,0-1-12], [E:0-2-12,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.73 BC 0.85 WB 0.22 Matrix -R DEFL. in (loc) I/deft Vert(LL) -0.22 G -I >999 Vert(CT) -0.47 G -I >623 Horz(CT) 0.08 G n/a Lid 240 180 n/a PLATES GRIP MT20 185/148 Weight: 97 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* D -E: 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (Ib/size) B=1214/0-5-8, G=1175/0-5-8 Max Horz B=62(LC 12) Max Uplift B=-123(LC 12), G=-111(LC 13) Max Gray B=1415(LC 31), G=1371(LC 31) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2244/201, C -D=-1903/205, D -E=-1634/193, E -F=-1807/171, F -G=-2149/170 BOT CHORD B -K=-159/1871, I -K=-37/1543, G -I=-74/1786 WEBS C -K=-448/142, D -K=-53/534, E -K=-107/283, E-1=-56/572, F-1=-456/140 Structural wood sheathing directly applied or 2-11-1 oc purlins, except 2-0-0 oc purlins (4-0-6 max.): D -E. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=123, G=111. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 270 Ib down and 171 Ib up at 9-8-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 pontlnued on oaae2 February 22,2019 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 budding 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 bradng of trusses and truss systems, see ANSI?Pl1 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA_95661 Job ' Truss Truss Type Qty Ply R57193767 19-922660T A02 California 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, LOAD CASE(S) Standard Uniform Loads (plf) Vert: A -D=-64, D -E=-64, E -H=-64, B -G=-20 Concentrated Loads (Ib) Vert: 1)=-171(F) 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:54 2019 Page 2 ID:n5eJt7vk2bz131XsTPJnIDzikk8 j4g9XQc9L190ikliKM5UzyuwyxlkezJZv698buzicb? AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 ANSLITPII Quality Criteria, DSB-89 and BCS1 Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job ` Truss Truss Type Qty Ply R57193768 19-022660T A03 Califomia 1 1 Job Reference (optional) BMC (Everett, WA), 1-0-0 �1-0-0 Everett, WA - 98201, 7-6-0 7-6-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:57 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnI Dzikk8-8f W I9Sf1 dyXbZBUHOVeBbaWQX9KOrFIOb4OoBDzicay 13-1-1 11-6-12 1110115 131.5 17-6-0 4-0-12 0-4- 1-2-2 0-4- 4-0-12 4x8 = 4x5 25-0-0 7-6-0 ,26-0-0 1-0-0 Scale = 1:44.9 7-6-0 11-6-12 7-6-0 4-0-12 13-5-4 17-6-0 25-0-0 1-10-8 4-0-12 7-6-0 0 m Plate Offsets (X,Y)— [B:0-3-0,0-1-4], [D:0-4-0,0-0-8], [E:0-2-4,0-2-0], [G:0-2-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.77 BC 0.88 WB 0.46 Matrix -R DEFL. in (loc) I/deft Ud Vert(LL) -0.17 G -I >999 240 Vert(CT) -0.29 G -I >999 180 Horz(CT) 0.10 G n/a n/a PLATES GRIP MT20 185/148 Weight: 110 Ib FT = 10% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* D -E: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) B=1385/0-5-8, G=1421/0-5-8 Max Horz B=-74(LC 76) Max Uplift B=-254(LC 12), G=-271(LC 13) Max Gray B=1646(LC 31), G=1683(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-11-12 max.): D -E. BOT CHORD Rigid ceiling directly applied or 8-8-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2867/464, C -D=-2269/469, D -E=2021/473, E -F=-2350/504, F -G=-2945/501 BOT CHORD B -M=-410/2437, K -M=-410/2437, J -K=-342/1942, I -J=-369/2506, G -I=-369/2506 WEBS C -M=0/278, C -K=-721/133, D -K=-64/515, D-1=139/436, E -J=-45/402, F -J=-716/135, F -I=0/276 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) B=254, G=271. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 274 Ib down and 520 Ib up at 11-8-8, and 588 Ib down and 297 Ib up at 13-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) 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 ;'rontinued or nage 2 February 22,2019 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 rev. 1010312015 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 buss 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. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job • Truss Truss Type Qty Ply R57193768 19-0226607 A03 California 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-64, D -E= 64, E -H=-64, B -G=-20 Concentrated Loads (Ib) Vert: D= -9(F) E=-578 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:57 2019 Page 2 ID: n5eJt7vk2bz131XsTPJnIDzikk8-8tW19Sf1 dyXbZBUHOVeBbaW QX9KOrFIOb40oBDzicay ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -74T3 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MIt MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job • Truss Truss Type Qty Ply R57193769 19-022660T A04 Common 9 1 Job Reference (optional) BMC (Everett, WA), 1-0-0 1-0-0 Everett, WA - 98201, 7-6-0 7-6-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:30:58 2019 Page 1 I D: n5eJf7vk2bz131XsTPJnI Dzikk8-cr4gMogfOGfSBL2TZC9Q7o3cIYjDamm9pk7Ljfzicax 12-6-0 17-6-0I 25-0-0 I26-0-0 , 5-0-0 5-0-0 7-6-0 1-0-0 4x5 = D Scale = 1:43.7 1 9-0-4 9-0-4 1 15-11-12 25-0-0 6-11-8 9-0-4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.71 BC 0.69 WB 0.25 Matrix -R DEFL. in floc) I/defl Ud Vert(LL) -0.18 B -J >999 240 Vert(CT) -0.39 B -J >748 180 Horz(CT) 0.06 F n/a n/a PLATES GRIP MT20 185/148 Weight: 90 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) B=1109/0-5-8, F=1109/0-5-8 Max Horz B=-81(LC 17) Max Uplift B=-92(LC 12), F=-92(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=1733/123, C -D=-1548/154, D -E=1548/154, E -F=-1733/123 BOT CHORD B -J=-114/1452, H -J=-13/1011, F -H=-34/1452 WEBS D -H=-85/664, E -H=435/155, D -J=-85/664, C -J=-435/155 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-8-14 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) B, F. February 22,2019 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 bradng of trusses and truss systems, see ANSIPIPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job ` Truss Truss Type Qty Ply R57193770 19b22660T A05 Common Supported Gable 1 1 Job Reference (optional) BMC (Everett, WA), f1-0-0 1-0-0 Everett, WA - 98201, 12-6-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:00 2019 Page 1 I D: n5eJf7vk2bz131XsTPJnI Dzikk8-YEBQnThwwtvAQfCshd Cu D D866MYY2iYS H2cSoYzicav 25-0-0 F6-0-0 12-6-0 4x5 = H 12-6-0 1-0-0 1 Scale =1:44.9 3x4 = AA Z Y X 3x4 = W V U 25-0-0 T s R Q P 3x4 = 25-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.11 BC 0.06 WB 0.10 Matrix -R DEFL. in (loc) I/defl Ltd Vert(LL) 0.00 N n/r 180 Vert(CT) 0.00 0 n/r 180 Horz(CT) 0.00 N n/a n/a PLATES GRIP MT20 185/148 Weight: 107 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. AU bearings 25-0-0. (Ib) - Max Horz B=-81(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) B, V, W, X, Z, AA, T, S, R, Q, P, N Max Gray All reactions 250 Ib or less at joint(s) B, U, V, W, X, Z, AA, T, S, R, Q, P, N FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norrnal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, V, W, X, Z, AA, T, S, R, Q, P, N. February 22,2019 ® WARNING - Vestry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74T3 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 ANSVTPI1 Quality Criteria, DSB-89 and RCS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job ` Truss Truss Type Qty Ply R57193771 19-022660T B01 Roof Special Girder 1 1 Job Reference (optional) BMC (Everett, WA), 1-0-0 1-0-0 Everett, WA - 98201, 4-4-6 4-4-6 10-6-0 6.00 12 6-1-10 5x6 II 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:02 2019 Page 1 I D: n5eJf7vk2bz131XsTPJnIDzikk8-UdJBC9jASU9ufyMFo2EMIeDMjA4XW W VIkM5ZsRzicat 16-4-2 21-0-0 I22-0-0 5-10-2 4-7-14 1-0-0 Scale =1:37.4 3x6 = Y K Z AA J AB 3x6 — 4x8 = 4-4-6 10-6-0 4-4-6 6-1-10 16-4-2 21-0-0 3x6 = 5-10-2 4-7-14 0 Plate Offsets (X,Y)— [C:0-0-12,0-1-8], [E:0-4-0,0-4-0], [L:0-1-8,0-1-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.49 BC 0.67 WB 0.46 Matrix -R DEFL. in (loc) I/defl Ltd Vert(LL) -0.15 I -K >999 240 Vert(CT) -0.29 I -K >851 180 Horz(CT) 0.07 F n/a n/a PLATES GRIP MT20 185/148 Weight: 100 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except" C -E: 2x4 HF No.2 OTHERS 2x4 HF No.2 "Except* D -L: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr REACTIONS. (lb/size) B=1348/0-5-8, F=1218/0-5-8 Max Horz B=69(LC 32) Max Uplift B=-147(LC 10), F=-134(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2395/236, C -D=-547/109, D -E=-543/112, E -F=2124/217 BOT CHORD B -K=-236/2052, I -K=-241/2040, H -I=-144/1817, F -H=-143/1818 WEBS E-1=118/1214, C -I=-66/933, C -K=0/334, C -L=-2394/214, E -L=-2395/214 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt C -L, E -L JOINTS 1 Brace at Jt(s): L NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) B=147, F=134. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 221 Ib down and 135 Ib up at 4-0-0 on top chord, and 38 Ib down at 2-0-12, 34 Ib down at 4-0-12, 34 Ib down at 6-0-12, 34 Ib down at 8-0-12, and 144 Ib down and 51 Ib up at 10-0-12, and 332 Ib down and 65 Ib up at 10-9-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). February 22,2019 rvz.naata�drMUT A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10103/2015 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 budding 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?P11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply R57193771 19-022660T B01 Roof Special Girder 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-64, D -G=-64, B -F=-20 Concentrated Loads (Ib) Vert: 1=-332(F) U= -137(F) X= -19(F)¥= -17(F) Z= -17(F) AA= -17(F) AB= -144(F) 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:02 2019 Page 2 ID:n5eJf7vk2bz131XsTPJnIDzikk8-UdJBC9jASU9ufyMFo2EMIeDMjA4XW W VIkM5ZsRzicat ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI BW/ding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R57193772 19-022660T B02 Roof Special 4 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, 7-6-0 7-6-0 1 10-6-0 3-0-0 1 4x5 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:03 2019 Page 1 I D: n5eJf7vk2bz131XsTPJnI Dzikk8-yptZQ VjoDoH kH6xRM IlbgrmU IZQ6 F0J uz0r6 Ptzicas 13-6-0 21-0-0 122-0-0 3-0-0 7-6-0 1-0-0 Scale =1:37.2 7-6-0 7-6-0 1 13-6-0 6-0-0 21-0-0 7-6-0 Iv LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.66 BC 0.64 WB 0.29 Matrix -R DEFL. in (loc) I/defl Lid Vert(LL) -0.12 A -I >999 240 Vert(CT) -0.26 A -I >972 180 Horz(CT) 0.04 E n/a n/a PLATES GRIP MT20 185/148 Weight: 75 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) A=867/Mechanical, E=951/0-5-8 Max Horz A=-74(LC 13) Max Uplift A=-61(LC 12), E=-80(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-1439/94, B -C=-1427/185, C -D=-1397/177, D -E=-1419/89 BOT CHORD A -I=-77/1194, G -I=-7/841, E -G=-12/1170 WEBS C -G=-135/718, D -G=-463/171, C -I=-142/779, B -I=-505/177 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-2-12 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E. February 22,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 busses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job • Truss Truss Type Qty Ply R57193773 19-622660T C01 Common Supported Gable 1 1 Job Reference (optional) BMC (Everett, WA), -1-0-0 1-0-0 Everett, WA - 98201, 5-1-0 5-1-0 4x5 = D 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:04 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikk8-Q?RxdrkCI 6PbvGWdwTGgN3Jo6zwT_XnlCgagxJzicar 10-2-0 I 11-2-0 5-1-0 1-0-0 Scale =1:21.2 10-2-0 10-2-0 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.11 BC 0.06 WB 0.02 Matrix -R DEFL. in (loc) I/defl Ud Vert(LL) 0.00 F n/r 180 Vert(CT) 0.00 G n/r 180 Horz(CT) 0.00 F n/a n/a PLATES GRIP MT20 185/148 Weight: 34 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 10-2-0. (Ib) - Max Horz B=36(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) B, F, J, H Max Gray All reactions 250 Ib or less at joint(s) B, F, I except J=266(LC 19), H=266(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F, J, H. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) F. February 22,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTO( REFERENCE PAGE 1d1I-7473 rev. 10103/305 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 budding 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 buss systems, see ANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply R57193774 19-022660T CO2 Common 2 1 Job Reference (optional) BMC (Everett, WA), -1-0-0 1-0-0 Everett, WA - 98201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:06 2019 Page 1 ID:n5eJflvk2bz131XsTPJnlDzikk8-NOZh2XmgWjfJ8ag01uIISUO5CnYSSQSKf 3m?Czicap 5-1-0 10-2-0 11-2-0 5-1-0 5-1-0 1-0-0 4x5 = C Scale = 1:19.9 3x4 = 5-1-0 10-2-0 3x4 = 5-1-0 5-1-0 v LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.26 BC 0.22 WB 0.08 Matrix -R DEFL. in (loc) I/defl Ud Vert(LL) -0.02 B -F >999 240 Vert(CT) -0.04 B -F >999 180 Horz(CT) 0.01 D n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) B=486/0-5-8, D=486/0-5-8 Max Horz B=36(LC 16) Max Uplift B= 48(LC 12), D=-48(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-570/42, C -D=-570/42 BOT CHORD B -F=-5/445, D -F=-5/445 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) B, D. February 22,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M8 -74T3 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 property 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 bradng 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 bradng of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mie MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply R57193775 1 W022660T CO3 Roof Special 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, 5-1-0 5-1-0 4x5 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:07 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnI DzikkB-ra74FtnJH 1 nAmjECbbgX?hwFoBuGBthUuepKYezicao 10-2-0 I 11-2-0 5-1-0 1-0-0 Scale =1:19.6 3x4 5-1-0 10-2-0 3x4 = 5-1-0 5-1-0 rn 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 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 0.25 WB 0.08 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.02 A-E >999 240 Vert(CT) -0.04 A-E >999 180 Horz(CT) 0.01 C n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) A=403/0-5-8, C=491/0-5-8 Max Horz A=-42(LC 13) Max Uplift A=-28(LC 12), C=-49(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-583/43, B -C=-585/46 BOT CHORD A -E=-9/459, C -E=-9/459 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) A, C. February 22,2019 A WARNING - Vmffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 61/47473 rev. 10103/201S 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 budding of individual truss web andlor 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 ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R57193776 19-0'12660T C04 Roof Special 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, 5-1-0 5-1-0 4x5 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:09 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnlDzikkB-nzEggYoZpe2u?1ObjOs?460b8_ZUfn9nLylRcXzicam 10-2-0 I 11-2-0 5-1-0 1-0-0 Scale = 1:19.6 5-1-0 10-2-0 3x4 = 5-1-0 5-1-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.28 BC 0.26 WB 0.08 Matrix -R DEFL. in (loc) I/defl lid Vert(LL) -0.03 A-E >999 240 Vert(CT) -0.05 A-E >999 180 Horz(CT) 0.01 C n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) A=410/Mechanical, C=498/0-5-8 Max Horz A=-42(LC 13) Max Uplift A=-29(LC 12), C= 49(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-598/43, B -C=-603/48 BOT CHORD A -E=-10/475, C -E=-10/475 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. February 22,2019 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/TPD Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. il MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R57193777 19-022660T DO1 Jack -Open Girder 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, 3-9-7 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:10 2019 Page 1 I D:n5eJf7vk2bz131XsTPJnIDzikk8-F9oCuupBayAldBznGjNEdJYl1 OoJO3dwacl_8zzical 8-0-0 3-9-7 4x8 = B 4-2-9 3-9-7 8-0-0 3-9-7 4-2-9 Scale =1:15.4 Plate Offsets (X,Y)— [B:0-4-0,0-0-11], [C:0-2-8,0-2-2], [D:0-4-12,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/rP12014 CSI. TC 0.34 BC 0.74 WB 0.77 Matrix -R DEFL. in (loc) I/defl Lid Vert(LL) -0.06 C -D >999 240 Vert(CT) -0.10 C -D >939 180 Horz(CT) 0.01 C n/a n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (Ib/size) A=2177/0-5-8, C=1602/Mechanical Max Horz A=50(LC 27) Max Uplift A=-168(LC 10), C=-107(LC 10) Max Gray A=2179(LC 16), C=1603(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-2720/187 BOT CHORD A -D=184/2379, C -D=-173/2214 WEBS B -C=-2407/188, B -D=-129/2043 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B -C NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) A=168, C=107. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 854 Ib down and 75 Ib up at 0-7-4, 847 Ib down and 81 Ib up at 2-7-4, and 847 Ib down and 81 Ib up at 4-7-4, and 847 Ib down and 81 Ib up at 6-7-4 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-64, A -C=-20 Concentrated Loads (Ib) Vert: F= -854(F) G= -847(F) H= -847(F) 1=-847(F) February 22,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 64I1 -74T3 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply R57193778 19-622660T E01 Common Structural Gable 1 1 Job Reference (optional) BMC (Everett, WA), A Everett, WA - 98201, -0-9-0 3-1-12 0-9-0 3-1-12 3x4 = C 8.220 s Nov 16 2018 MiTek Industries, Inc. Fn Feb 22 10:31:11 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikk8jLMa5EgpKFIcELYzgRuT9X5 folg7i93pGnXhPzicak 6-3-8 I 7-0-8 3-1-12 0-9-0 H 2x4 = 3-1-12 6-3-8 D 2x4 = 3-1-12 3-1-12 E Scale = 1:14.6 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 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 0.09 WB 0.05 Matrix -R DEFL. in (loc) 1/defl Lid Vert(LL) -0.00 F >999 240 Vert(CT) -0.01 F >999 180 Horz(CT) 0.00 D n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) B=309/0-3-8, D=309/0-3-8 Max Horz B=-23(LC 13) Max Uplift B=-32(LC 12), D=-32(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-337/25, C -D=-337/25 BOT CHORD B -F=-1/260, D -F=-1/260 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. February 22,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply R57193779 19422660T E02 Common 2 1 Job Reference (optional) BMC (Everett, WA), A Everett, WA - 98201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:12 2019 Page 1 I D: n5eJf7vk2bz 131XsTPJnI Dzikk8-BYwzIaq R5ZQTsV7AO8Piike9JCecs9P D 1 wW 5Dszicaj -0-9-0 I 3-1-12 1 6-3-8 0-9-0 3-1-12 3-1-12 B F 3x4 = G 2x4 = 3-1-12 E2x4 6-3-8 D 2x4 = 3-1-12 3-1-12 Scale = 1:14.2 Ig LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.10 BC 0.11 WB 0.05 Matrix -R DEFL. in (loc) I/defl Ud Vert(LL) -0.00 E >999 240 Vert(CT) -0.01 D -E >999 180 Horz(CT) 0.00 D n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) D=248/0-3-8, B=314/0-3-8 Max Horz B=27(LC 12) Max Uplift D=-17(LC 13), B=-32(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-350/29, C -D=-348/25 BOT CHORD B -E=-6/272, D -E=-6/272 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=4.2psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) D, B. February 22,2019 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-T473 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job - Truss Truss Type Qty Ply R57193780 19-b22660T G01 Monopltch 5 1 Job Reference (optional) BMC, EVERETT, WA 98205-3212 A -0-9-0 0-9-0 8.220 s Feb 10 2019 MiTek Industries, Inc. Fri Feb 22 08:44:17 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikk8-B42bUTxAHGIIXWtjZeCUV1 elgeY_HBSmYYA7GszicOS 3-10-8 3-10-8 2x4 = 2x4 I I Scale = 1:14.2 Plate Offsets (X,Y)— [C:0-2-0,0-1-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.19 BC 0.12 WB 0.00 Matrix -P DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 B -D >999 240 Vert(CT) -0.02 B -D >999 180 Horz(CT) 0.00 D n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) D=138/Mechanical, B=218/0-5-8 Max Horz B=58(LC 11) Max Uplift D=-22(LC 12), B=-27(LC 12) Max Gray D=146(LC 19), B=220(LC 19) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD A -B=0/36, B -E=-69/9, C -E=-28/41, C -D=-111/39 BOT CHORD B -D=-25/27 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at joint D and 27 Ib uplift at joint B. February 22,2019 ® WARNING - Verify design parameters and READ NOTES ON TNIS 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/TP11 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job+ Truss Truss Type Qty Ply R57193781 19422660T J2A Jack -Open 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, A -1-0-0 1-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:14 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikk8-8w2jjGsidAgB5oHYVZSAn9jVQ?KCK3dW VD?CHkzicah 1-11-11 1-11-11 1 2x4 = 2-0-0 2-0-0 D Scale = 1:9.5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.12 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/defl LJd Vert(LL) -0.00 B >999 240 Vert(CT) -0.00 B -D >999 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=43/Mechanical, B=166/0-5-8, D=19/Mechanical Max Horz B=39(LC 12) Max Uplift C=-20(LC 12), B=-23(LC 12) Max Gray C=43(LC 1), B=185(LC 18), D=39(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 1-11-11 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. February 22,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 8071-7473 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 budding 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 ANSVTPl1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job Truss Truss Type Qty Ply R57193782 19-022660T J2B Jack -Open 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, A -1-0-0 1-0-0 2-0-0 2-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:15 2019 Page 1 I D: n5eJf7vk2bz131XsTPJnI Dzikk8-c7b5xctKOUoljysl3 HzPKN GeYPg R3VsfktlIgAzicag 3-10-15 1-10-15 2x4 = 2-0-0 2-0-0 D 0 0 Scale = 1:14.5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.23 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/defl Lid Vert(LL) -0.00 B >999 240 Vert(CT) -0.00 B -D >999 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 9 lb FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=113/Mechanical, B=217/0-5-8, D=19/Mechanical Max Horz B=65(LC 12) Max Uplift C=-48(LC 12), B=-32(LC 12) Max Gray C=123(LC 19), B=219(LC 19), D=39(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 d§rectiy 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. February 22,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AMER REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1711 Quality Criteria, DSB-89 and SCSI Building Component Safety Ir,form tion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MUM MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job , - Truss Truss Type Qty Ply R57193783 19-02660T J2C Jack -Open 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, -1-0-0 1-0-0 2-0-0 2-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:15 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikk8-c7b5xctKOUo1 jysl3HzPKNGYAPgR3VsfktlIgAzicag 5-10-15 3-10-15 2x4 = 2-0-0 D 2-0-0 9 N 0 c0 Scale = 1:19.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.63 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) 1/deft Lid Vert(LL) -0.00 B >999 240 Vert(CT) -0.00 B -D >999 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=180/Mechanical, B=278/0-5-8, D=19/Mechanical Max Horz B=93(LC 12) Max Uplift C=-75(LC 12), B=-44(LC 12) Max Gray C=207(LC 19), B=284(LC 19), D=39(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 2-0-0 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. February 22,2019 A WARNING - Ver & design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411-7473 rev. 10103/2015 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 budding 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 ANSITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job - Truss Truss Type Qty Ply R57193784 19-7122660T J2D Jack-Open 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, A -1-0-0 1-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:16 2019 Page 1 D: n5eJf7vk2bz131XsTPJnI Dzikk8-4J9T8yuy9owuL6Qxd_UesaorxpOgoy6oyXU I Mdzicaf 1-10-15 2x4 2-0-0 0 2-0-0 Scale = 1:9.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 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 0.03 WB 0.00 Matrix -P DEFL. in (loc) 1/deft L/d Vert(LL) -0.00 B >999 240 Vert(CT) -0.00 B -D >999 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 6 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=40/Mechanical, B=165/0-5-8, D=19/Mechanical Max Horz B=38(LC 12) Max Uplift C=-21(LC 18), B=-23(LC 12) Max Gray C=40(LC 1), B=185(LC 18), D=39(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 1-10-15 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. February 22,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8111-7473 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 budding of individual truss web and/or chord members only. Additional temporary and permanent bradng 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 bradng of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek, MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply R57193785 19-1b2660T J4A Jack -Open 1 1 Job Reference (optional) BMC (Everett, WA), A Everett, WA - 98201, -1-0-0 1-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:17 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnI Dzikk8-YVjrMHuaw521yG?7Ah?tPoLOhDK?XPMyBBEsu3zicae 1-10-15 B 6.00 12 2x4 = 1-10-15 C E 4-0-0 D 4-0-0 Scale = 1:9.6 I0 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.12 BC 0.16 WB 0.00 Matrix -P DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 B -D >999 240 Vert(CT) -0.03 B -D >999 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 9 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=54/Mechanical, B=184/0-5-8, D=39/Mechanical Max Horz B=38(LC 12) Max Uplift C=-30(LC 12), B=-14(LC 12) Max Gray C=54(LC 1), B=205(LC 18), D=78(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 1-10-15 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 31 Ib up at 1-10-13 on top chord, and 10 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-64, B -D=-20 Concentrated Loads (Ib) Vert: C= -14(B) February 22,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 buss 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 ANSIITPl1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply R57193786 19-622660T J4B Jack -Open 3 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, A 1 -1-0-0 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:18 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikkB-0iH EZdvChPAcaQaJkPW6x?u9BcgUGsc5QrzPQVzicad 4-0-0 1-0-0 4-0-0 2x4 = 4-0-0 4-0-0 Scale = 1:14.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.20 BC 0.14 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 B -D >999 240 Vert(CT) -0.02 B -D >999 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 11 lb FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=106/Mechanical, B=247/0-5-8, D=37/Mechanical Max Horz B=66(LC 12) Max Uplift C=-47(LC 12), B=-25(LC 12) Max Gray C=116(LC 19), B=250(LC 19), D=74(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 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. February 22,2019 A WARNING - Verify design parameters and READ NOTES ON TT -HS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10103/2015 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 buss systems, see ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job .a a Truss Truss Type Qty Ply R57193787 19-0226607 J4C Jack -Open 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:19 2019 Page 1 ID:n5eJf7vIQbz131XsTPJnIDzikk8-UurcnzwgSjITCZ9W161 LUDQKIO?j?JsFfVjzzyzicac 4-0-0 4-0-0 2x4 = 4-0-0 4-0-0 0 05 N Scale =1:14.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20151TP12014 CSI. TC 0.24 BC 0.14 WB 0.00 Matrix -P DEFL. in (loc) I/deft Ud Vert(LL) -0.01 A -C >999 240 Vert(CT) -0.02 A -C >999 180 Horz(CT) -0.00 B n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) A=156/0-5-8, B=119/Mechanical, C=37/Mechanical Max Horz A=56(LC 12) Max Uplift A=-3(LC 12), B=-51(LC 12) Max Gray A=156(LC 18), B=122(LC 18), C=74(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 4-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. February 22,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job - i Truss Truss Type Qty Ply R57193788 19-022660T J4D Jack -Closed Girder 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, 1 8.220 s Nov 16 2018 MTek Industries, Inc. Fri Feb 22 10:31:20 2019 Page 1 ID:n5eJf7vk2bz131XsTPJnIDzikk8-y4P_JxSOOQKpjkisgZal QzUhQ9Skm6Ot9SW VOzicab 4-0-0 4-0-0 B 1 2x4 = 4-0-0 2x4 II 4-0-0 Scale =1:14.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015fTPI2014 CSI. TC 0.26 BC 0.94 WB 0.00 Matrix -P DEFL. in (loc) I/defl Ud Vert(LL) -0.06 A -C >727 240 Vert(CT) -0.11 A -C >406 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 10% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) A=345/0-5-8, C=349/Mechanical Max Horz A=55(LC 7) Max Uplift A=-29(LC 10), C=-45(LC 10) Max Gray A=345(LC 16), C=353(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-8 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 390 Ib down and 49 Ib up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -B=-64, A -C=-20 Concentrated Loads (Ib) Vert: E= -390(F) February 22,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MA -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 buss systems, see ANSUTP11 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job ,j Truss Truss Type Qty Ply R57193789 19-022660T J8A Jack -Open 1 1 Job Reference (optional) BMC (Everett, WA), Everett, WA - 98201, -1-0-0 1-0-0 1-10-15 1-10-15 2x4 = 8.220 s Nov 16 2018 MiTek Industries, Inc. Fri Feb 22 10:31:21 2019 Page 1 ID: n5eJf7vk2bz131XsTPJnlDzikk8-RGzMBfx5_KYBRtJuPX4pZeWiggV5TDLY6pC31 gzicaa F G 8-0-0 D 8-0-0 Scale = 1:17.3 Io LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.12 BC 0.72 WB 0.00 Matrix -P DEFL. in (loc) I/deft Ud Vert(LL) -0.25 B -D >378 240 Vert(CT) -0.50 B -D >189 180 Horz(CT) -0.00 C n/a n/a PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 10% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) C=40/Mechanical, B=224/0-5-8, D=79/Mechanical Max Horz B=38(LC 12) Max Uplift C=-21(LC 18) Max Gray C=40(LC 1), B=245(LC 18), D=158(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 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=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C -C Interior(1) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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) Refer to girder(s) for truss to truss connections. 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 lb uplift at joint(s) C. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down at 2-0-12, and 10 Ib down at 4-0-12, and 10 Ib down at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-64, B -D=-20 February 22,2019 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 SCSI Building Component Safety Information available from Truss Plate Institute, 218 ht. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Symbols PLATE LOCATION AND ORIENTATION 1 3j4' Center plate on joint unless x, y offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never s stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner 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. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I I 1 2 TOP CHORDS (Drawings not to scale) 3 rillrDimensions are in ft-in-sixteenths. 11%6, Apply plates to both sides of truss and fully embed teeth. 0)116"4 TOP CHORD c1-2 C2-3 liallillrmay Q B p = � ■ _� For 4 x 2 orientation, locate plates 0- '+s' from outside edge of truss. This symbol indicates the required direction of slots in cis C6-7 C5-6 H BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the g truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs relyon lumber values g established by others. © 2012 MiTek® All Rights Reserved * Plate software PLATE 4 LATERAL BEARING lk(supports) location x i �i II M 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 1 bracing if indicated. Indicates location where bearings occur. Icons vary but 0 reaction section indicates joint MiTek Engineering Reference NM i1111 4, ie ke Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. ►--� ANSI/TPI1: National Design Specification for Metal Industry Standards:1111 Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing.is BCSI: Building Component Safety Information, 1, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 4 4 Window, Skylight and Door Schedule Project Information Tie Le Plan 1427 RDS 6874 david.peek@rdsplans.com Width Height.:. Ref. U -factor Qt. Feet Feet Inch Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Great Room 20.5 4.10 0.0 0.00 Ref. U -factor MG 0.30 Kitchen MG 0.30',: Powder MG 0.30 Entry MG 0.30 Great Room MG 0.30 Mst Bath MG 0.30 Mst Bedroom MG 0.30 Upper Hall MG 0.30 BD 3 MG 0.30 BD 2 MG 0.30 Hall Bath MG',, 0.30 REVIEWPD g CODE CompLo I- JUN 18 201 E APPROVE City of TukwilNG DIMS BUIL Width Height" Qt. Feet In Feet inch 1 8;, ° 18 1 4' 0 4 6 1 0 3 0 1 1 3 6 0 2 2 0> 1 5 0 4 1 8 0 4 6 1 5 0 4 0 1 5 0 4 0 1 4 0 4 1 2 0 2 a fE 1:11,1 CITY DEC WILA 19291 p' Mt7 C.:N 8 TER Area:. UA 64.0 19.20 18.0 5.40 <6.0 1.80 7.5 2.25' 25.0 7.50 22:5 6.75 36.0 10.80 20.0 6.00 20.0 6.00 416.0 4.80 4:0 1.20 0.0 0.00 0.0 0.00 0.0 0.00. 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00. 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0:00 0.0 0.00 0.0 0.00. 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 Gllazing. (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U -factor Qt. Feet inch Feet Inch 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 0.00 239:0 71.70 0.30 Area UA 0.0 0.00 0:0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area 0.0 0.0 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 259.5 0.00 0.00 0.00 75.80 1 Ages Engineering, LLQ A Geotechnical & Environmental Services LLC P.O. Box 935 Puyallup, WA. 98371 Main'. (253) 845-7000 www: age sengi neer ing.co m RECEIVED March 13, 2019 MAR 2 5 2019N Revised March 18, 2019 �irQ '�� �`©' Project No.: A-1418 Tien Le TUKWIIA QTR# 3850 S. 126th Street pUBLIC WORKS Tukwila, WA. 98168 RECEIVED CITY OF TUKWILA Subject: Geotechnical Report Addendum MAR 2 2 2019 S. 126`'' Street Single Family Residence 1 E LD 41st SPERMIT CENTEF 12602 — 41 Avenue S. Tukwila, Washington Parcel Number: 734060485 Reference: 1. Preliminary Geotechnical Report, S. 126th Street Single Family Residence, prepared by Ages Engineering, LLC and dated July 10, 2018. 2. Geotechnical Report Addendum, S. 126`" Street Single Family Residence, prepared by Ages Engineering, LLC and dated September 4, 2018 Dear Mr. Le, As requested, we are providing additional information for the subject site located at 12602 — 415I Avenue S. in Tukwila, Washington. We previously prepared a Geotechnical Study of the site soil and groundwater conditions for the subject site and presented our findings in the referenced report. We also provided a Geotechnical Addendum addressing the Buffers and Setbacks and presented our findings in the referenced Addendum letter. In the Addendum letter, we recommend no buffer and a 10.0 -foot structural setback. We recently were provided with a revised Grading and Drainage Plan, and a City of Tukwila Department of Community Development Correction Notice #1 dated February 14, 2019. In the letter, the City explained the residence is required to be setback from the front property line a distance of 20 feet. To accommodate this request, the structure has been moved and the plans revised accordingly. The new location places the residential foundations closer than 10.0 feet to the crest of the sites area. Therefore, we have been requested to review the plans and provide geotechnica construction recommendations for satisfying the 10.0 -foot structural setback. CONCLUSIONS AND RECOMMENDATIONS To accommodate the new building location and adhere to the 10.0 foot struc foundations that are closer than 10.0 feet to the slope crest should be deepened to p horizontal setback between the lower outside edge of the footing and the slope face. ,EWED FOR E COMPLIANCE APPROVED JUN 18 2019 ral setback, the ide aQtb PfoD UkWlla BUILDING DIVISION DIg -0 391. 1 Mr. Tien Le March 13, 2019 Revised March 18, 2019 The plans indicate the northern half of the eastern foundation line will encroach into the 10.0 -foot slope setback a maximum horizontal distance of approximately 8.5 feet. The closest arra will be at the NE building corner. Additionally, we understand the slope is inclined at a grade of approximately 45 percent. Based on our evaluation of the current slope grades and planned new location: of the foundations in this area, we estimate the foundations will need to be deepened a maximum of approximately 4.5 feet to achieve the 10.0 -foot horizontal setback between the lower outside edge of the footing and the slope face. With the foundations constructed as recommended in this letter and the referenced reports, it is our opinion the site is currently stable and is expected to remain so after construction and the risk for instability that may occur on the subject site to affect the adjacent properties is minimal • We trust this information is sufficient for your current needs. If you have any questions, or require additional information, please call. Respectfully Submitted, Ages Engineering, LLC Bernard P. Knoll, II, P. Principal BPK:bpk Project No.: A-1418 Page-2- Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information TienLe Plan 1427 RDS 6874 RDS david.peek@rdsplans.com This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative'`' All Climate Zones Efficient Building Envelope 1 a R-Valuea U=Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb a n/a n/a Ceilingk ; 49J 0.026 Wood Frame Wall9.`TM" 21 int 0.056 Mass Wail R -Value' 21/21h 0.056 Floor 30g 0.029 Below Grade Wall 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. 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. E12. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope 1 a 0.5 1 b Efficient Building Envelope 1 b 1.0 1c Efficient Building Envelope lc - 2.0 ld 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 ❑':. ❑:. ❑_ 0 ❑- ❑. ❑�_ 0 ❑_ *1200 kwh RECEIVED CITY OF TUKWILA DEC 19 2018 PERMIT CENTER �I�i- O4I 4 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 wa a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minir Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as spec Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Enerqy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing coolinq_systems should be used to determine cooling loads. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Tie Le Plan 1427 ROS 6874 Heating System Type: O Ali Other Systems Contact Information RDS';"` david. peek@ rdspIans.tom 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions 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 No Vaulted Ceilings in this project. Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-30 Below Grade Walls (see Figure 1) Instructions c Select R value Slab Below Grade (see Figure 1) Instructions Select conditioning Slab on Grade (see Figure i) Instructions Select R -Value Location of Ducts Instructions Design Temperature Difference (AT) 46 AT= Indoor (70 degrees) - Outdoor Design Temp 1,427<' 9.5 FIELD Conditioned Volume 13,557 U -Factor X Area 0.300 U -Factor 0.50 239'' = UA 71.70 X Area = UA U -Factor X 0.026 U -Factor X U -Factor X 0.056 U -Factor X 0.029 U -Factor X No selection Area = 535 Area Area 1,782''''', Area 933 Area F -Factor X Length No selection F -Factor X Length No selection Sum of UA 2.00 UA 13.91 UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X 4T Air Leakage Heat Load VolumeX 0.6X/sT X.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load Ducts in unconditioned space: Sum of Building Heat Loss X Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Dud Heat Loss X 1.25 for Heat Pump 1310 o;qd UA 99.79 •UA 27.06 UA UA UA RECEIVED CITY OF TUKWILA DEC 19 2018 PERMIT CENTER 214.46 9,865 Btu / Hour 6,735 Btu / Hour 16,600 Btu / Hour 18,260 Btu / Hour 1.10 25,564 Btu / Hour (07/01/13) 9/1/2021 City of Tukwila Department of Community Development TIEN LE 3850 S 126 ST TUKWILA, WA 98168 RE: Permit No. D18-0392 TIEN LE RESIDENCE 12602 41ST AVE S Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, Intemational Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 10/24/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.com/BP/index.html to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 10/24/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Shana Markstrom Permit Technician File No: D18-0392 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development September 10, 2020 TIEN LE 3850 S 126 ST TUKWILA, WA 98168 RE: Correction Letter # 1 to Revision #1 COMBOSFR Permit Application Number D18-0392 TIEN LE RESIDENCE - 12602 41ST AVE S Dear TIEN LE, 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 - R DEPARTMENT: Lynn Miranda at 206-433-7162 if you have questions regarding these comments. • 1. Maximum building height to the midpoint of the roof in LDR zone is 30 feet. Per the WA Building Code, building height is calculated from the average grade plane. Please show the average grade plane on Sheet 8 and how your proposal meets the building height requirement. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that one (1) set 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 created one for your convenience. Corrections/revisions must be made electronically at the City of Tukwila website. https://www.tukwilawa.gov/departments/permit-center/. Sincerely, Bill Rambo Permit Technician File No. D18-0392 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 11/1/2019 City of Tukwila Department of Community Development TIEN LE 3850 S 126 ST TUKWILA, WA 98168 RE: Permit No. D18-0392 TIEN LE RESIDENCE 12602 41ST AVE S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/16/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/16/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D18-0392 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 April 22, 2019 City of Tukwila Department of Community Development TIEN LE 3850 S 126 ST TUKWILA, WA 98168 RE: Correction Letter # 2 COMBOSFR Permit Application Number D18-0392 TIEN LE RESIDENCE - 12602 41ST AVE S Dear Tien, 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: BUILDING - C DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. The foundation drainage system details have not been provided on the site plan as previously requested. Please provide the footing drainage system and include roof drain system. For further clarification: On the site plan, provide a plan detail that shows a foundation drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) ** FOOTING DRAIN DETAIL. Provide a footing drain detail, to show gravel shall extend at least 1 -foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least one sieve size larger than perforation and covered with not less than 6 inches of the same materials. (R405.1 & IBC 1805.1.2) (Previous memo) [4. On the site plan specifically show the footing drainage system and where the footing drains shall disburse to a designed drainage system.] Note: Contingent on response to these corrections, further plan review may request for additional corrections. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 f PW - C DEPARTMENT: Joa,Spencer at 206-431-2440 if you have questiis:regarding these comments. • 1. Since Public Works permit fee is based on the % of the site work construction cost please enter the cost estimate on page 1 of the attached Public Works Bulletin A2. • 2. If more than 1 acre area is going to be disturbed as result of this construction applicant shall obtain a Notice of Intent (NOI) application form -Construction Storm Water General Permit to the WA State Dept. of Ecology; Contact Ecology at (360) 407-6556.3) • 3. A 10 -ft separation (horizontal clearance) is required between the sanitary side sewer and water service line. If you plan these lines are to be closer, please contact Valley View Sewer District if they will allow a bench construction for both lines. If yes include District's bench detail on plan. Submit a written Valley View Sewer District approval; email ok. • 4. Page #38 of your Technical Information Report and two Ages Engineering, LLC Geotech Report Addendum letters refer to Preliminary Geotechnical Report prepared by Ages Engineering dated July 10, 2018, however how this report was not included in your permit submittal. • 5. Contact your power company and show how power/telecommunication services will be provided. Please note that all utilities shall be placed underground per Tukwila Undergrounding Ordinance. 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. 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, 4ndace Nichols Permit Technician File No. D18-0392 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • City of Tukwila Department of Community Development February 14, 2019 TIEN LE 3850 S 126 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D18-0392 TIEN LE RESIDENCE - 12602 41ST AVE S Dear TIEN LE, 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: BUILDING DEPARTMENT: Aden Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set rust contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please provide (2) copies of the roof truss package from the truss manufacturer. V- 2. On 2.On the elevation sheets show sides of the building as North, East, South and West. 3. The building is on a slope. Elevations shall show the slope on the exterior sides and show dimensions from finish grade to mid portion of the truss roof to verify building does not exceed the allowed building height. Show average grade plan of the building with dimensions. Building height is measured at mid portion of the truss roof between top of wall plate to the roofs peak. That point shall not exceed 30 feet to the average grade plane. — 4. On the site plan specifically show the footing drainage system and where the footing drains shall disburse to a designed drainage system. Footing drains shall be independent of the roof drains. (Revised footing location) Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1.) Property is zoned as Low Density Residential (LDR) district. LDR Front Yard setback is 20' (15' for decks and porches). Proposal shows 10" setback for Front Yard; revise to meet requirements. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • 2.) See Buildigg Department's comment regarding grade plane and 30' maximum height requirement for LDR district. ,/ 3.) Much of property contains Class 2 and Class 3 slopes. Prior to permitting alteration of an area of potential geologic instability, the applicant must demonstrate one of the following: a. There is no evidence of past instability or earth movement in the vicinity of the proposed development, and where appropriate, quantitative analysis of slope stability indicates no significant risk to the proposed development or surrounding properties; or b. The area of potential geologic instability can be modified or the project can be designed so that any potential impact to the project and surrounding properties is eliminated, slope stability is not decreased, and the increase i surface water discharge or sedimentation shall not decrease slope stability. C 6.e.0 -t- d c4.11 (1 -e -//ore T) 4.) Tree replacement in accordance with TMC Chapter 18.54 is required for any tree removed as a part of development. Show locations of any tress to be removed onsite and replacement species/locations to be installed. (o-rRe¢,s ; a &Weiore)m aNel- PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Applicant shall fill out the attached Traffic Concurrency Test application and pay a $300.00 application fee.1/ 2) Please add Public Works Standard Construction notes per attached PW Bulletin B2. (Added) 3) Tukwila has an undergrounding ordinance. Please show the nearest power pole and how power/tele communication will be brought to the site. (Added) 4) On your civil site plan please cross reference the geotech report(s): geotechnical firm/address/phone #, date(s) and report title(s). (Added) 5) Show earthwork quantities on plan: amount of cu yds of cut and cu yds of fill. (Added) 6) Please submit plans to your geotech engineer for review and approval. Submit written geotech approval letter. '- 7) Public Works permit fee is based on the site construction cost. Please enter cost on page 1 of the attached Public Works Bulletin A2. 8) Since proposed house needs to have a fire s,prinkler system installing a I" WM is required. Your plan calls for 3/4" WM. Please revise. (Changed tO 1' WM) 9) Plan shows a 10 -ft water easement. Is it existing or proposed? If existing, please submit a copy. (Future per WD) 10) Applicant shall execute with notary the attached Hold Harmless Agreement for work inside the City right-of- way. 11) Applicant shall execute with notary a Sensitive Area Hold Harmless Agreement which shall be recorded against the property. This Agreement will be forwarded to applicant at a later date. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) 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, Bill Rambo Permit Technician File No. D18-0392 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development February 14, 2019 TIEN LE 3850 S 126 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 18-0392 TIEN LE RESIDENCE - 12602 41ST AVE S Dear TIEN LE, 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: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMITTALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seaUstamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please provide (2) copies of the roof truss package from the truss manufacturer. 2. On the elevation sheets show sides of the building as North, East, South and West. 3. The building is on a slope. Elevations shall show the slope on the exterior sides and show dimensions from finish grade to mid portion of the truss roof to verify building does not exceed the allowed building height. Show average grade plan of the building with dimensions. Building height is measured at mid portion of the truss roof between top of wall plate to the roofs peak. That point shall not exceed 30 feet to the average grade plane. 4. On the site plan specifically show the footing drainage system and where the footing drains shall disburse to a designed drainage system. Footing drains shall be independent of the roof drains. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PLANNING DEPARTMENT: MAX BAKER at (206)-431-3683 if you have questions regarding these comments. • 1.) Property is zoned as Low Density Residential (LDR) district. LDR Front Yard setback is 20' (15' for decks and porches). Proposal shows 10" setback for Front Yard; revise to meet requirements. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 2.) See Building Deparairthit's comment regarding grade plane and 30' maximum height requirement for LDR district. 3.) Much of property contains Class 2 and Class 3 slopes. Prior to permitting alteration of an area of potential geologic instability, the applicant must demonstrate one of the following: a. There is no evidence of past instability or earth movement in the vicinity of the proposed development, and where appropriate, quantitative analysis of slope stability indicates no significant risk to the proposed development or surrounding properties; or b. The area of potential geologic instability can be modified or the project can be designed so that any potential impact to the project and surrounding properties is eliminated, slope stability is not decreased, and the increase in surface water discharge or sedimentation shall not decrease slope stability. 4.) Tree replacement in accordance with TMC Chapter 18.54 is required for any tree removed as a part of development. Show locations of any trees to be removed onsite and replacement species/locations to be installed. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Applicant shall fill out the attached Traffic Concurrency Test application and pay a $300.00 application fee. 2) Please add Public Works Standard Construction notes per attached PW Bulletin B2. 3) Tukwila has an undergrounding ordinance. Please show the nearest power pole and how power/tele communication will be brought to the site. 4) On your civil site plan please cross reference the geotech report(s): geotechnical firm/address/phone #, date(s) and report title(s). 5) Show earthwork quantities on plan: amount of cu yds of cut and cu yds of fill. 6) Please submit plans to your geotech engineer for review and approval. Submit written geotech approval letter. 7) Public Works permit fee is based on the site construction cost. Please enter cost on page 1 of the attached Public Works Bulletin A2. 8) Since proposed house needs to have a fire sprinkler system installing a 1" WM is required. Your plan calls for 3/4" WM. Please revise. 9) Plan shows a 10 -ft water easement. Is it existing or proposed? If existing, please submit a copy. 10) Applicant shall execute with notary the attached Hold Harmless Agreement for work inside the City right-of- way. 11) Applicant shall execute with notary a Sensitive Area Hold Harmless Agreement which shall be recorded against the property. This Agreement will be forwarded to applicant at a later date. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that three (3) 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, •"35,1) Bill Rambo Permit Technician File No. D18-0392 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 "PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0392 PROJECT NAME: TIEN LE RESIDENCE SITE ADDRESS: 12602 41 AVE S Original Plan Submittal X Response to Correction Letter # 1 DATE: 09/24/2020 _ Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works n Fire Prevention Structural !0%2�2Pzc Planning Division 1111 n Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 09/29/2020 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 11/24/2020 Approved with Conditions n Fire Fees Apply Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: e ! l 20 r2 0 Plan Check/Permit Number: D 18-0392 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ® Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 0 Deferred Submittal # Project Name: Tien Le Residence Project Address: 12602 41 Ave S Contact Person: Phone Number: C?"°6 ) Summary of Revision: L n -s,L,pt- S 7 1f -C 4 £ ki��.v .�QL/4, - eP,c, of Ait. � i���i�1+. (,Ju . (/ . RECEIVED CITY OF TUKWILA SEP 2 4 2020 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: 4A a-- Entered in TRAKiT on q)41r22(j C:\Users\bill-r\Desktop\Revision Submittal Form.doc ua.a.nd• eritmet?nrc PERMIT COORD COPD PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0392 DATE: 7/23/20 PROJECT NAME: LE RESIDENCE SITE ADDRESS: 12602 41ST AVE S Original Plan Submittal Response to Correction Letter # _ Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Fire Prevenfion Q -2e'%0 Structural Public Works WI tit 11V Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 7/23/20 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 9/22/20 Approved Corrections Required ❑ Approved with Conditions ❑ Fire Fees Apply ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 0"-- 2020 Departments issued corrections: Bldg 0 Fire 0 Ping PW ❑ Staff Initials: 12/18/2013 b COORD COP? PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0392 PROJECT NAME: TIEN LE RESIDENCE SITE ADDRESS: 12602 41ST AVE S Original Plan Submittal X Response to Correction Letter # 2 DATE: 05/20/19 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS• JG\,4kt1 Building Division Awt Public Works Fire Prevention Structural Planning Division n nPermit Coordinator IP PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/21/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions nDenied (correctiof3V‘A s enteered 'n Reviews) (ie: Zoning Issues) la Notation: \ ' Odta4 DUE DATE: 06/18/19 n n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD CON PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0392 PROJECT NAME: TIEN LE RESIDENCE SITE ADDRESS: 12602 41ST AVE S Original Plan Submittal X Response to Correction Letter # 1 DATE: 03/22/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: AY COIN( Building Division klic ' CO" Works Fire Prevention Structural n Planning Division ❑ Permit Coordinator II PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/26/19 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 04/23/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: �� ► V �"� Departments issued corrections: Bldg Fire 0 Ping ❑ PW Staff Initials: 12/18/2013 C PERMIT COORD COPD PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0392 DATE: 12/19/18 PROJECT NAME: TIEN LE RESIDENCE SITE ADDRESS: 12602 41ST AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: IZ-140-1B Building Division m CoysrCy Public Works AtA tW 4°I Cr- 12—Lti-i8 Fire Prevention Planning Division NI Structural Permit Coordin°ator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 12/20/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 1/17/19 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire D Ping( PW rgr Staff Initials: L 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: "/02o /02o a2D Plan Check/Permit Number: ID if - 0 3 ya ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued jJ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: LE Res; olpdc z REGETUKN ux oF 23 74�.t1 PERV6 CENTER Project Address: ) aG oa 4l sT Ave_ J'. Contact Person: Summary of Revision: / flat./ �ar�!{ e ti; et_/ 2- ( c -C to 0 2 above_ fit_ 6.6tAck Phone Number: (0706) Z! -- 4 5.,-s o-( (lad /4,21 ( : L€leasiDe�lc� 1.1.4%).2 L('Pr /W¢_ S. Ta E.rdi" tn/A q'/6P) . 2 Sia".1 nr$-,'A/eel P/aiv cJ lit- w .:44 +- a,JIci rov2 a 60•k teuts- Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision ^ Received at the City of Tukwila Permit Center by:sip Entered in TRAKiT on 3 —� W:\Permit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: .elo2a /2O I I Plan Check/Permit Number: D 18-0392 ❑ Response to Incomplete Letter # Response to Correction Letter # 2 ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: TIEN LE RESIDENCE Project Address: 12602 41ST AVE S Contact Person: 77J 1. CITY OF TUKWILA MAY 2.0 Z019 PERMIT CENTER Phone Number: (c9oC)7 %'— Summary of Revision: — S fo41L `!v 4,4 - 1 Ncl.. ply) L( JET -SYS o4" Go(; SATs TiJJo2 & foa-T (r1 2 Sheet Number(s): "Cloud" or highlight all areas of revision including date f revision Received at the City of Tukwila Permit Center ❑ Entered in TRAKiT on W:\Permit Center (Rachelle)UCandace - Revision Submittal Form.doc Revised: August 2015 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. Date: 3laW?10 /q Plan Check/Permit Number: ) (9 - 0 3 9 2 - Response Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: `h QA1 k Araed i Q. Lf , f't- Project Address: Contact Person: iTea1 Summary of Revision: RECEIVED CITY OF TUKWILA MAR 2 2 2019 PERMIT CENTER Phone Number:62/o6)%-2S-- 26 L !( 5 f 0 di n✓e.14fS r SSc-c 2 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 171 Entered in TRAKiT on 03/aa/t5 W:\Permit Center \TemplatesWorms\Revision Submittal Formdoc Revised: August 2015 ER'Ef) TUKWILA 19 2018 CENTER a0..44V+ L Au, . !!,O=s, r+'1 ,34605148th Suite 100 j Seattle, WA 98168 —, ,_ —.. iii tLT:i Phone: (206) 242-3236 h�dV"j Fax: (206)242-1527 Rcpt. No. q}aygq CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 700.00 0 Certificate of Sewer Availability OR 0 Certificate of Sewer Non-Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: K Building Permit ■ Preliminary Plat or PUD • Short Division • Rezone • Other Proposed Use: ! Commercial X Residential Single Family • Residential Multi-Family • Other Applicant's Name N Phone Number 0 o6) '7 fl -2 JJ— v Y Pro ertAddress 4–i Tax Lot Number 73401 00 Le$y'- Legal Description (Attach Map and legal Description if Necessary); B: (To be Completed by Sewer Agency ) Part 1 J„ lllrrr��� a. A Sewer Service will be provided by side sewer connection only to an existing' size sewer CO 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 • (2) The construction of a collection system on the site and/or • (3) Other (describe) 2. Must be completed if 1. b above is checked O a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3. Q 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 is subject to the following; aefr Permit $ / 00 Charges due Connection prior to connection: b. Easements: c. I hereby from the GFC: $ 41033.6o SFC: $ 63/00`.(" Unit: $ Total $ /' `RIEC (Subject to Change on January 1st) CITY Either a Kin. Coun /METRO Ca.aci Char. e, WSSD or Midway Sewer District Connection Cr Charge may be due upon connection to sewers. DEC ■ Required May be Required PERMIT Other certify that the above sewer agency information is true. This certification shall be valid for one year date of signature. By /Z.-7— Title (,4%y is Date /Z// 7/ t j' ER'Ef) TUKWILA 19 2018 CENTER r / \ 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. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature .. • ";4,r X l • .1 fI •••.4 ° I�r+ Date Civ of Tukwila l.. L' 1\ill:.11,..fi l Ed 401' ♦Y fi 1111` Dep hent of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): 13W Q 600 Li g' 4 oxx JT / 2-6 Sr 'TA 9fled Owner Information Agent/Contact Person Name: ,// N Ca .J VUIi. Name. �e.v Address: Co S i 2. _fl— jaC Address: Phone: (Ae) —7 1 S1 rd-C Y-5' Phone: r?0(7) 7.7 g G 6 1— S' This certificate is for the purposes of: Residential Building Permit 0 Commercial/Industrial Building Permit ❑ Preliminary Plat O Rezone Estimated number of service connections and water meter size(s): O Short Subdivision O Other Vehicular distance from nearest hydrant to the closest point of structure is 1 S ft. Area is served by (Water Utility District): tl) t Ivy Owner/Agent Signature Date Part B: To be completed by water utility district 1. The proposed project is within 2. _ No improvements required. TUktiYrLA/KIG (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: A DEvE.LoPERS 6IsrcNI REQ FCR- -Mr5 ' A (Use separate sheet if more room is needed) ,�.gy�pp 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2,106 gpm at 20 psi residual for a duration of 2 hours at a velocity of i rj fps as documented by the attached calculations. 5. Water availability: EjAcceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-3 are met. System is not capable of providing service to this project. RECE!S'Et) CITY OF TUKWILA DEC 19 2018 PERMIT CENTER I hereby certify that the above information is true and correct. icyc rr, fl-rsarcr kI2.5 WifiA PATI.Pf 1z-17 - icb Agency/Phone By Date 2e(9-21IZ-9.547 E)i?rn 62-1 -ic) Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. 5. Developer will be responsible for all costs associated with the water improvements and relocations. Applicant Signature District Signatur Date W/4/doi Date I2'17-1 (J Dia- 0s9.) RECER 'EE) CITY OF TUKWILA DEC 19208 PERMIT CENTER t Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0392 Grantor/Borrower: Tien Le and Vui Nguyen Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Work inside the City Right of Way associated with construction of new SFR @ 12602 41st Ave S in Tukwila Abbreviated Work Description: Parcel "A" of Tukwila Boundary Line Adjustment (BLA) L06-090 Recorded under King County Recording No. 20070608900005 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. Page 1 of 3 DATED this / day of , 20 GRANTOR(s): GRANTOR(s): GRANTOR(s): individual(s) Pix -6N V144 STATE OF WASHINGTON ss. COUNTY OF KING On this 1 Ll day of J uvve , 20 / i , before me a Notary Public in and for the State of Washington, personally appeared ii e (pc oc (�? , �f�i NauleY1 , and --- , to me known to be the indivklual(s) that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said individual(s), for the uses and purposes mentioned in this instrument, and on oath stated that he/she/they was /were authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. O /(/J'1A--6 Name: )l it (1 wer�f' NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: O 54q �a— Page of 3 DATED this Jcjt GRANTEE: CITY of TUKWILA By: Print Name: Henry Hash Its: Public Works Director day of jl c r) ( , 201? STATE OF WASHINGTON 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. '�... ,t A W eb it ib = v1/4" Fe-- --3,1i: s� 471:13‘j � Ig. s 11'�ilt\\\\\\\S"'' Name: Mail e 4 (Vet' NOTARY PUBLIC, in and for the State of IcAWbuil�t Washington, residing at My commission expires: Page of 3 06-14942, O CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 FAX (206) 431-3665 E-mail: tukplan@ ci.tukwila.wa.us Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON) COUNTY OF KING ) ss. Ne-- , states as follows: [please print name] PERMIT NO: ljtO39) 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number f ( , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner/Owner's Agent* Signed and sworn to before me this / 1 day of Junes , 2019. zee ;A ' NO{I' .' Y PUBLIC in and for the State of Washington Residing at Kni), , County Name as commissioned: My commission expires: a51aq4a 18.27.090 Exemptions. The registration provisions of this chapter do not apply to: 1. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW who shall warranty service and repairs under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; lo. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a val>tid electrical contractor's license under chapter 19:28'RCW that employs a certified journeyman electrician, Werti9ed,residei'}tial specialty electrician, or an elei`etricaht�r,1mee meeting the requirements of chapter 19:28 RCW to ppiform plumbing work that is incidentaliy,fdirectly, and ii i?4ediately appropriate to the like-inkkind‘replacement of a ;household appliance or other small'hdu`sehoId utilization, equipment that requires limited electricpowei anti limited waste and/or water connections. Ali electrical, traihee must be supervised by a certified electrician while,performing •rtPt�� plumbing work. Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. 4 1 ry v v 4" CONC. SLAB w/ EDGE THICKENED — TO 12" x 45" WIPE x 20" THICK x bb" LONG CONCRETE FOOTING WITH REINFORCEMENT FOR DETAIL J/S-2 (CENTER FOOTING UNDER SHEAR IsI4L1.),-4 I/2' 25'-0" 2'r3• 4'-6" 6'-0' 1 I6mx 5m PATIO SEE 'S' SHEETS FOR SHEAR - WALL, HOLDDOWN, FLOOR TIE AND ANCHOR BOLT SCHEDULES. FOOTING AT 3210 BARS, STUBBED OUT )/I 24" O.C. TYP. CRAWL SPACE 6 MIL BLACK 'VISQUEEN' VAPOR BARRIER OVER ENTIRE CRAWL SPACE. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. 4'-2" 4'-2" 4'-2" r L 1 r 7 r/ 1 r LI>s_ J J LB J LB J 2'-9 I/2" 2'-9 In" 11' -3" i/ r r n r '-0" S-2 I -I- Us .1 , J L�J da ---- — < A61 L 4'-3" 21-01011 r — r LIS_ 4'-2" 2'-0'J 1 fir..—�..-�I� 6'-2 I/4' 4'-8 3/8" ABI 10'-10" F S-I Qm N C. irtiFOO INCs I AT 3215 4 C. CONC. SLAB (i' 4" CONG. SLAB - SLOPE 3" TOWARDS OJ-I DOORS GARAGE FOUNDATION WALLS WERE POURED SEVERAL FEET TALLER THAN SHOWN ON ORIGINAL PLAN CONC. STEM WALL ABOVE AS NEEDED PER ENGINEER ETAILS - FOR GARAGE LRP J CCNT. CONC. FOOTING INSTALL ANCHOR BOLTS f'OR SIMPSON STRCNGWALL "SSW 15x8" PER MANI. SPECS. AND DETAIL J/S-2 I6'-3" 19' -0" sr: Iil J f-P-4 1/2" -0" — a C. SLAB w/ THICKENED TO 12' rs SID5 9 r r IVG PER CIVIL AT 3215 0 LL 04 BARS STUBBED OUT 0 24" O.G. TYP. -48' WIC E x 20" THICK x 66" LONG CONCRETE FOOTING WITH REINFORCEMENT FOR DETAIL J/S-2 (CENTER FOOTING UNDER S1-EARWALL) FOUNDATION PLAN I/4" =1'-0" I 1 SEPARATE PERMIT REQUIRED FOR: Er Mechanical Q Electrical a Plumbing a Gas Piping City of Tukwila BUILDING DIVISION NOTES: copy "0.39L eaors mr, -s ;:c: afl accurnenti Zt a,?ootec calf, r r CCAy 07/13/20 REVIEWED FOR CODE COMPLIANCE APPROVED L OCT 08 2020 s1'\ City of Tukwila BUILDING DIVISION • ALL PC. STEM WALLS TO BE S" THICK UNO. • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER FLOOR JOIST SUPPORT GIRDERS. • SOLID BLOCKING OVER SUPPORTS. • ALL FIGS. TO BEAR ON UNDISTURBED SOIL MIN. 1500 lbs. P.SF. • FOUNDATION STEEL PER ENGINEER • 4x6 POSTS TYP. • BEAM SPLICES. • ALL BEAMS TO BE 4xI0 OF 'UNLESS NOTED OTHERUJISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL WOOD MEMBERS IN CONTACT WITH CONCRETE, OR WITHIN 6" OF SOIL TO BE OF PRESSURE TREATED MATERIAL OR OF A SPECIES NATURALLY RESISTANT TO DECAY AND INSECTS. • ALL METAL HARDWARE CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS TO BE GALVANIZED (SIMILAR OR EQUAL TO SIMPSON Z-MAX) EXTRA CORROSION RESISTANT. • FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4 AND IRC 32033.1 • CONCRETE BATCH TICKET OR DELIVERY RECEIPT FOR 3000 PSI CONCRETE ON SITE FOR BUILDING INSPECTOR VERIFICATION AT UNDERFLOOR INSPECTION. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 3 PERCENT OR MORE THAN 6 PERCENT PER IRC TABLE 4022. ANCHOR BOLTS, WASHERS AND SPACING PER ENG. r--i ID' L JBJ 4x4 POST ON 16"XIS"xl0" THIC w/ (2Y4 B.E.LUCCNC. i)AD 4x4 POST ON 24')(24"xl0" THK us/ (SPA BEMI. CONC. PAD 1 o I 4x4 POST ON 30"X30"x12" THK 1 L— 3m1 w/ (4)•4 B.E.W. CONC. PAD l.1Pr"/;jA RE ts1ofl0._\. LA TY or -room ,IUL 2 i ,1.i1�11 'ERPAIY CENTER C CM b r W� oft la 47 63 Q l 1.1 u nI L�L Q U UI FOUNDATION PLAN FILE NO: 192e) SHEET i OF Re o31.)... l3) 2 (3) 2 3 (3) 2 SEE 8 SHEETS FOR SHEAR - WALL, HOLDDOWN, FLOOR TIE AND ANCHOR BOLT SCHEDULES. 0 0 0 o a a CRAWL SPACE 0 o d p o EL 32 29 r(i-ri / r-ggq USE SW2 AT PONY WALL Ir---7 I II >I 7 I II I II I4 1 BEAM ABOVE I II STAIR WAY II---- IL--- EXISTING TALL CONCRETE WALL AT GARAGE 16m 10 OH GAR DR GARAGE CONC +• EXISTING TALL CONCRETE WALL AT GARAGE CON 5-V2 x 12 GLgP24F-Y4 .F(3) 2X6 *—(3) 2XE. At—(2) 2X6 N (3) 2X6 EL 329.00 INSTALL SIMPBON BTRONGW4LL "SSW 18x8 PER MANS. SPECS. AND DETAIL J/8-2 GARAGE PLAN v4°=1-0 EXISTING TALL CONCRETE WALL AT GARAGE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 082U2U City of Tukwila BUILDING DIVISION r CM lit _I ZZ3 I14W —Isar A— i—m» U ut FILE NO: ie26 SWEET OF SEE 'S' SHEETS FOR SHEAR - WALL, HOLDDOUN, FLOOR TIE AND ANCHOR BOLT SCHEDULES. 2x10 e16" O.C. it GM m n m 0 B C AD S3 LUS210 HANGER (OR EQUAL) 5 1/2" x15" GLB 24F-V4 FLUSH AT TOP . P_ R. ,1 2x10 HF 112 O 16'' O.G. r. i 5 I ' xI5 GLE 24F• V4 USI- AT OP L S3) 2x6 WAL- STRAP BEAMS PER X/S2 (OR EQUAL) TYPICAL AD S3 ADD BLOCKING BETWEEN STUDS AND ADD 24 LEDGER PER DETAIL AC/S3 MAIN FLOOR FRAMING PLAN I/4' =11-0" CLIENTDCHANGE ADDDEDD FLOOR ONE VENT MAX. 36" FROM CORNER FOR CROSS VENTILATION, PER R4082 EXCEPTION NO. 2 FRAMING AT TALL WALL 2x4 STUDS a 16" Cc. (NO POSTS OR POINT LOADS ABOVE VENTS). 1" x 15 1/4" RIM VENTS FLOOR JOISTS PER PLAN EXISTING SHEATHING 0VENT ELEVATION SIM 3/1=1'-el' 4 BOTTOM SILL PLATE RIM JOIST MUD SILL A35F a CUT RIM JOIST (RIM TO SILL PLATE) TYP. CONCRETE FOUNDATION 1-20-00 REVIEWED FOR I CODE COMPLIANCE I APPROVED OCT 08 2O2D City of Tukwila BUILDING DIVISION 1 CRAWL SPACE VENTILATION 541 SQ FT. AREA 3b5 SQ. FT. REQUIRED 150 TYP. VENT 1"x14" x .15 • 51 SQ FT. PER VENT" 144 VENTS REQUIRED 326 • 1,15 USE MN. OF 6 VENTS .51 REVISION: OR NOTE: 0 161/2" X 201/2" FRAME -OUT FOR FURNACE WARM -AIR DUCT, MECHANICAL CONTRACTOR TO VERIFY SIZE 4 LOCATION. 2O IS" X 24" FRAME -OUT FOR CRAWL ACCESS. • ALL FLOOR JOISTS TO BE PER PLAN. • ALL FLOOR JOIST TO BE BLOCKED • BEARING. • SEE FNDN. PLAN FOR SEAM SIZES. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL HANGERS TO BE LUS210 4 LUS210-2 OR EQUIVALENT U Z z kci m 4aim 4I J3 n � VII en _wl Q in FILE NO: T92& ,SHEET z OF i 16'-0" SEE '5' SHEETS FOR SHEAR - WALL, HOLDDOWN, FLOOR TIE AND ANdFIOR BOLT SCHEDULES. 25'-0 V 4'-6" 12'-6" IeSx5e1CONC. PATIO /a MN. 36" DEEP LANDING MAX. I" DIN BELOW THRESHOLD F, \s, Ox TSG EL 33100 GREAT ROOM CARREL •N I 6 OPTIONAL FIREPLACE OPTIONAL BEAM WITH FIREPLACE 2 SO ANDNG I 33100 136FIX TSG HS 4 EL 331.00 •Y DSO 4 2`/ ■ (3) 2X6 (2) 2X6 WALL LINE ABOVE 3 1/2: AC PLYWOOD' SOFFIT ABOVE 3-IR x FaD- so I', 19'-0" 251-0" x J 2) 2X6 24 6'-0" MAIN FLOOR PLAN 1/4".11-011 WSW NOTES: • INSULATED EXTERIOR HEADERS PER 2012 UJSEC • ALL EMS. I HDRS. TO BE 4415 DPL'2 UNLESS NOTED OTHERWISE. ALL SAWN BEAMS ASSUMED PP2 UNLESS NOTED OTHERWISE. ALL GLU LAM BEAMS ASSUMED 24F-V4 UNLESS NOTED OTHERWISE. ALL PARALLAM BEAMS ASSUMED 2.041 UNLESS NOTED OTHERWISE. • TYP. IE. TO BE 9-I' • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK, • ALL PLUMBING PENETRATIONS • CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AT BOTH CEILING AND FLOOR LEVELS • AT ALL SOFFITS, DROPPED AND COVED CEILINGS. • FIRE BLOCKING REQUIRED AT FLOOR AND CEILING BUT NOT 10 FT INTERVALS VERTICAL. NO FIRE BLOCKING REQ. AT STAIRS. • IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. • AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS AND FLUES. • ALL PENETRATIONS FROM GARAGE TO MAIN HOUSE (LIVING AREA) TO BE SEALED WITH AN APPROVED MATERIAL TO RESIST THE PASSAGE OF FLAMES AND THE PRODUCTS OF COMBUSTION. • TOP OF WINDOWS a b'-011 ABOVE MAIN FLR UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 0 16" O.C. UNLESS NOTED OTHERWISE. • EXTERIOR CORNERS TO BE 2 STUD, FULLY INSULATED ASSEMBLY PER 2015 WSEC • SMOKE ALARM TO BE HOT WIRED I INTERCONNECTED w/ BACIC11P BATTERY TYPICAL. O SA • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • HANDRAIL • 34" - 36" ABOVE TREAD NOSING. • GUARDRAIL AND HANDRAILS TO BE ABLE TO WITHSTAND A SINGLE POINT LOAD APPLIED IN ANY DIRECTION AT THE TOP MOST PART, OF 200 Ibs CONCENTRATED AND 50 lb. APPLIED HORIZ. TO ANY INTERMEDIATE BALLUSTERS OR INFILL COMPONENTS PER I.RC. • DECK GUARDRAIL TO BE P.T. WOOD, CEDAR or SHOP FABRICATED WROUGHT IRON a MFD PREFAB STEEL TUBE AND T,SG. - FIELD VERIFY w/ CONTRACTOR - OWNER • INTERMEDIATE PICKETS TO BE SPACED NO FURTHER APART SUCH THAT A SPHERE 4" IN DIAMETER CANNOT PASS THROUGH AT ANY POINT. • INSTALL FIREPLACES) PER MANUFACTURER SPECIFICATIONS. • ® DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • ID DENOTES MULTIPLE CRIPPLE • HEADERS OVER 6'-0" LONG OR AT SHEAR PANEL ENDS FOR HOLD DOWNS - SEE PLANS. • In" GAVE. ON HOUSE/GARAGE COMMON WALLS, ALL BEARING WALLS, POSTS, BEAMS AND CEILINGS • GARAGE CEILINGS WITH LIVING AREA ABOVE TO BE 5/8" TYPE "X" GWB TYPICAL. ( 2 LAYERS REQ'D WITH TM'S a 24" O.C. ) ALL STRUCTURAL POSTS AND BEAMS WRAPPED w/ in" GWB. • 2x8 BLOCK AT 51" FOR THERMOSTAT. • VENT ALL FANS, DRYER EXHAUST TO OUTSIDE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL EXTERIOR DOOR AND WINDOW OPENINGS TO BE FLASHED TO LIMIT MOISTURE INTRUSION - SEE ELEVATION PAGES - TYPICAL • IRC 3193 - FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT- TREATED WOOD SHALL SE OF HOT -DIPPED GALVANIZED STEEL , STAINLESS STEEL, SILICON BRONZE OR COPPER • SHEAR WALL BOTTOM PLATE NAILING AND ALL NAILING AT PRESSURE TREATED PLATE/MEMBERS SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STELL NAILS PER IRO 3193. • 5053 OUTDOOR LIGHTING: REQUIRES HIGH EFFICIENCY LIGHTING OR CONTROLS FOR ALL PORCH LIGHTING. AS AN EXCEPTION TO THE HIGH EFFICIENCY LUMINAIRE, A MOTION SENSOR AND PHOTO DAYLIGHT CONTROL MAY BE USED. • R315 CARBON MONOXIDE DETECTORS OUTSIDE SLEEPING AREAS (ATTACHED GARAGES AND/OR FUEL FIRED EQUIPMENT) C) CMD • R302.II14. GARAGE MEMBRANE PENETRATION PROTECTION FOR 90% GAS FURNACE PVC VENTS • ADDRESS NAIBERS 4" HEIGHT 1/2 STROKE CONTRASTING BACKGROUND • R3113.1 FLOOR ELEVATIONS AT THE REQUIRED EGRESS DOORS THE EXTERIOR LANDING OR FLOOR SHALL NOT BE MORE THAN 1-3/4 INCHES BELOW THE TOP OF THE THRESHOLD. • DECK LATERAL LOAD CONNECTIONS NOT LESS THAN 2 LOCATIONS MINIMUM 1500 POUND CAPACITY • R3012JS ENGINEER OF RECORD MUST ADDRESS SITES WITHIN TOPOGRAPHIC WIND SPEED-UP AREAS HIGH EFFICIENCY WATER HEATER PER WSEC SEE SHEET EC2 WITH 0.5 CREDIT 5a IGNITION SOURCE AND HEATING ELEMENTS TO BE MIN. 18" ABOVE FINISHED FLOOR - HIGH EFFICIENCY HVAC EQUIPMENT MN. AFUE OF S4 PERCENT. PER WSEC SEE SHEET EC2 WITH 10 CREDITS 3a ta U W�9 zem m 43m tht sT-WN q/ Itn cci Q') Q 1- PEViEIWFED Fo DE CCi'viPLIAN APPROVED OCT 03 2020 Oily( of Tukwila BULDING DiV15i.N BATH FAN MIN. 50 CP1 PER M1501.4 KITCHEN MIN. 100 CFM. A LISTED HOOD IS REQUIRED =ER IRO V 531.4 £ M1503 MAXIMUM 400 CFM UNIT LESS WAN 1,500 SF 1.5 CREDIT REQUIRED STANDARD BUILDING ENVELOPE GLYi°i-trISIwriczL 3a HIGH EFFICEfCI IID KLATVAOR;TACTBBSHNIil GM 7C44D4 mGbp{- ' COMPLIANCE BASE N SECTION R402.1.4 INTERMITTENTLY OPERATING VENTILATION SYSTEM SHALL HAVE THE MINIMUM FLOWS FROM TABLE M150133(1)(3) BEDROOMS 45 GPM IS" x 24" CRAWL SPACE ACCESS PER IRC R408.4 22" X 30" ATTIC ACCESS VERIFY W/ OWNER 0-CLEARANCE WOOD BURNING OR DIRECT VENT GAS / MFD METAL FIREPLACE, INSTALL PER MANUFACTURERS SPEC, PREFAB. F.P. TO BEAR THE STAMP OF AN APPROVED TESTING LAB. PROVIDE 6" OUTSIDE AIR DUCT FOR 0-CLEARANCE F/P ONLY. HEARTH PER BUILDER/OU NER NA STAIR ILLUMINATION PER 303.1 AND 3032 DOOR BETWEEN HOUSE I GARAGE or HEATED I UN -HEATED SPACE TO BE MIN. I-3/8" SOLID WOOD OR STEEL DOOR OR A 20-MINUTE FIRE -RATED DOOR, WEATHER STRIPPED AND SELF CLOSING. PROVIDE MINIMUM 36" LANDING IN DIRECTION OF TRAVEL NO MORE THAN I-IR" BELOW DOOR THESHOLP TYPICAL. NA WALL TO BE CONTINUOUSLY FRAMED W/2X6 I-F NO 2 AT 16" OC FROM MAIN FLOOR BOTTOM PLATES TO UPPER LEVEL TOP PLATES GARAGE FIRE SEPARATION - PER IRO TABLE R3023, STRUCTURES)...'':�' SUPPORTING FLOOR/CEILING ASSEMBLIES (IE. POSTS AND GIRDER)' SHALL BE PROVIDED WITH PROTECTION (NOT LESS THAN 1/2" GYSPSUI:"J BOARD OR EQUIVALENT). PLUMSNG NOTES: • LIMIT KITCHEN SING FLOW TO GPM. PER WSEC CREDITS • LIMIT SHOWER FLOW GPM, PER MEC CREDITS • LIMIT LAVATORY FLOW GPM. PER WSEC CREDITS AREA SUMMARY: MAIN FLOOR UPPER FLOOR TOTAL GARAGE STORAGE = 543 SQ. FT. = 884 SQ. FT. = 1421 = 366 = 22S SQL Ft. SQ. FT. SQ. FT. 1`I4IN FLOOR FLAN PROJECT FILE NO: 192/0 SKEET 3 OF IF OPEN RAIL IS USED OPENINGS SHALL NAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4" IN DIA. CANNOT PASS THROUGH In 0 m 0 4 Q 2X4 NAILER ate`, m N a YEAR ASSEMBLIES: 3030 LB ASPHALT ONON 1/16 OSB ROOF SHEATHING. MAXIMUM RIDGE UPPER FLR E. UPPER FLOOR ✓ a' 49 MAIN FLR NEW FLOOR AATT STORAGE STORAGE MF EL 3312) R-40 MANUFACURED TRUSSES • 24" OG. INSULATION MF EL 224.0 BD S FIREBLOCKING 2x10 AT16"OC tTS GARAGE SLOPE SLAB DR 5/8" GWB. I6' X I OF{ UK 5/8ti GLOB. —9. !I! I I/8"XII I/4" TREADS Q W 10" MN TREAD IX8 RISER GARAGE 32425 EL MI Vt" HIGH DENSITY GM OR 5/8" G.WB. TYP ON CEILINGS • TRUSSES MST BD 3/4" TIG PLYWOOD SUBFLOOR • 04 90' PELT UNDER ALL POSTS FLOOR JSTS. - PER PLAN KITCI4EN /BLK AT BEARING 3/4" TIG PLYLLl7OD SUBFLOOR R-30 INSUL II FOOTING a 32150 CAM !BUILDING SECTION a� 8/ --I I/4" TO 2" CONT. HANDRAIL 34" TO 38" ABOVE NOSING 1/4"=P'm" NOSING EXTENDS 1 1/4" MAX. 3/4" MIN. • I / =`I / /" TYPE 'X' G.W.B. • AREA BENEATH STAIRS 2X FIREBLOCKNG • TOP 1 BTM. OF RUN i FIRESLKG. REQ'D. ALONG STRINGER BETWEEN EA. STUD 2X4 THRUST BLOCK (3) 2X12 STAIR JACKS NOTES: • RISER HEIGHTS I TREAD RUNS NOT TO VARY MORE THAN 3/8" WITHIN ANY FLIGHT OF STAIRS. • IF STRINGER SPACING IS GREATER THAN 16" O.C. PROVIDE (2) LAYERS OF ITI-st 'X' 6111.15. UNDER STAIRS. N 5/8" WHEN FRAMING AT 24" O.G. FINISH EDGE U BEAD N N TRUSS TOP CHORD 2 X IC R-49 BLOWN -IN TYP. J TRUSSES rli OVERHANG 3/8" TO MAX. I/2" ATTIC ACCESS DETAIL 3/4" = 1'-0" NERVASTRAL BELOW DOOR THRESHOLD 12" SEE FN FOR STEEL TYP. 1-20-92 T-13-05 6 MIL BLACK VAPOR BARRIER PANEL BOX 1 AT EACH SIDE 2x PRESSURE TREATED SILL w/ 5/8" ANCHOR BOLTS 2 x 4 STUDS AT 16" O.G. SECT ION PLAN WALL ASSEMBLIES: CERTAINTEED HORIZONTAL BEVEL SIDING OR EQUAL ON TYVEK 140USE WRAP OR EQUAL ON 1/16" OSB SHEATHING ON 2x6 STUDS AT 16" CC WITH R-21 INSULATION MF EL 331.0 TRT'D MU w/ ANCHOR BOLTS PER ENGINEER { QI R�Vvc.D rc•: CODE COMPLIANCE APPROVED OCT 08 2020 City of Tukwila BUILDING DIVISION j 2x FIRE BLOCK AT TOP 1 BOTTOM OF PANEL FRAMING NOTCH TOP OF 2 x 8 3 1/2" x 3" FOR DEL. TOP PLATES - BEVEL SIDING I x 2 TRIM METER CAN N 2 x 4 STUDS CORRECTION +0 A=VISIMNNG.1 bler03/2 SHEATHING EXTERIOR INTERIOR fECEIVEO CITY OF IL liVa. SEP 2 4 2020 PERMIT CENTE FILE NO: s 1913 e SWEET ii STAIR SECTION DETAIL 3/4II=I'-0" PER IRC 2012 6-17-15 24ENTRY DETAIL 3/4" = J _- " 12-4-92 5-2S-36 26 ELECTRICAL METER FRAMING y4II=l _0" S OF STRUCTURAL NOTES GENERAL: ALL METHODS, MATERWS AND WORKMANSHIP ARE TO CONFORM TO THE INTERNATIONAL BUILDING CODE AND STANDARDS, 2015 EDITION (IBC '15), AS AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION. THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: a.) PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STRUCTUF.,'_ ELEMENTS HAVE BEEN INSTALLED AND CONNECTIONS COMPLETED. b.) FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. c.) BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER ANY CONFLICTS IN DIMENSIONS, MATERIALS OR NOTES SHOWN ON THE PLANS. d.) INSTALLATION OF PROPRIETARY PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. MATERIALS, MEMBER SIZES, NOTES, ETC. SHOWN ON THESE STRUCTURAL PLANS ARE SPECIFIC FOR THE PROJECT AND TAKE PRECEDENCE OVER ANY CONFLICT WITH THE STRUCTURAL NOTES THAT FOLLOW. DESIGN CRITERIA: FLOOR LIVE LOAD SNOW LOAD WIND: SEISMIC: FOUNDATIONS: 40 psf (with other live loads in accordance with IBC '15, table 1607.1) 25 psf V3s= 110mph /Ex B SOIL SITE CIASS=D, Ss=150%g, 51=56, R=6.5, SDC=D BASIC SEISMIC FORCE RESISTING STSIEM: WOOD SHEAR WALL FOOTINGS ARE TO BE PLACED ON UNDISTURBED NATIVE SOIL WITH AN ASSUMED DESIGN BEARING CAPACITY OF 3000 psf (PER GEOTECH REPORT). EXCAVATIONS ARE TO BE TO THE DEPTHS SHOWN ON THE PLANS AND ARE TO BE FREE OF STANDING WATER. OVER EXCAVATIONS ARE TO BE BACKFILLED WITH LEAN CONCRETE (f'c=2000 psi) OR COMPACTED FILL IN ACCORDANCE WITH RECOMMENDATIONS OF A GEOTECHNICAL ENGINEER. STRUCTURAL CONCRETE: ALL CONCRETE IS TO BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH IBC '15, IBC '15 STANDARDS AND ACI-301. MINIMUM 28 DAY COMPRESSIVE STRENGTH IS TO BE 3000 psi FOR WEATHERING. (2500psi USED FOR DESIGN, SPECIAL INSPECTION NOT REQUIRED) WITH AIR ENTRAINMENT IN ACCORDANCE WITH TABLE 1904.2.1. REINFORCING STEEL IS TO BE GRADE 40 DEFORMED BARS PER ASTM A615 WITH DETAIUNG, FABRICATION AND PLACEMENT PER IBC '15 AND ACI-318. INTERSECTING CONCRETE WALLS & FOOTINGS ARE TO HAVE #4 CORNER BARS WITH A MINIMUM OF 18" OF EMBEDMENT AND SPACED THE SAME AS THE HORIZONTAL REINFORCEMENT. PLYWOOD DIAPHRAGMS: ROOF SHEATHING IS TO BE 1/2" SPAN RATED 24/16 MINIMUM DIRECTLY NAILED TO SUPPORTING TRUSSES OR RAFTERS WITH 8d COMMON 0 6"o.c. AT ALL EDGES AND 8d COMMON 0 12" o.c. AT ALL INTERMEDIATE SUPPORTS. FLOOR SHEATHING (SUB —FLOORING) IS TO BE 3/4" MINIMUM SPAN RATED 16"o.c. T&G DIRECTLY GLUED AND NAILED TO SUPPORTING JOISTS OR BEAMS WITH 10d COMMON 0 6" c.c. AT ALL EDGES AND AND 10d COMMOM 0 12"o.c. AT ALL INTERMEDIATE SUPPORTS. ALL SHEATHING IS TO BE LAID UP WITH THE FACE GRAIN PERPENDICULAR TO THE SUPPORTS. WOOD ROOF TRUSSES: METAL PLATE CONNECTED WOOD TRUSSES ARE TO BE DESIGNED BY A WASHINGTON STATE PROFESSIONAL ENGINEER IN ACCORDANCE WITH ANSI I 1 NATIONAL DESIGN STANDARDS FOR METAL —PLATE CONNECTED WOOD TRUSS CONSTRUCTION" AND IBC '15. METAL PLATES ARE TO BE ICBO APPROVED, VERIFIED BY A CURRENT REPORT NUMBER. TRUSSES, INCLUDING DRAG TRUSSES AND SHEAR FRAMES, ARE TO BE PLANT FABRICATED BY A MANUFACTURER IN COMPLIANCE WITH IBC '15 SECTION 2303.4. THE TRUSS MANUFACTURER IS RESPONSIBLE FOR VERIFICATION OF ALL TRUSS LENGTHS PRIOR TO FABRICATION. THE TRUSS ERECTION CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING DURING INSTALLATION AND FOR ALL PERMANENT BRACING IDENTIFIED ON THE TRUSS PLANS. METAL CONNECTORS FOR WOOD: THE MODEL NUMBERS OF METAL CONNECTORS WHERE SPECIFIED ON THE PLANS ARE THOSE AS MANUFACTURED BY SIMPSON STRONG —TIE COMPANY, INC. BOLTS ARE TO BE A307 WITH WASHERS AT ALL WOOD SURFACES BENEATH HEAD OR NUT. BOLT HOLES ARE TO BE 1/16" GREATER IN DIAMETER THAN BOLT DIAMLIEH. NAILS ARE TO BE COMMON WIRE NAILS AND OF QUANTITY, SIZE, LENGTH AND TYPE AS SPECIFIED BY SIMPSON. WOOD ROOF TRUSSES ARE TO BE CONNECTED TO THE PLATE LINE WITH ONE (1) SIMPSON H1 HURRICANE TIE AT EACH TRUSS BEARING. NAILS ARE COMMON WIRE. METAL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED WOOD ARE TO HAVE A CORROSION PROTECTIVE COATING PER THE RECOMMENDATIONS OF THE PRESERVATIVE TREATED WOOD SUPPLIER AND THE METAL CONNECTOR MANUFACTURER. IF THE NEEDED INFORMATION IS NOT PROVIDED STAINLESS STEEL CONNECTORS ARE RECOMMENDED. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD TO BE HOT DIPPED GALVANIZED, PER IBC 2304.10.5 WOOD FRAMING: 2x LUMBER TO BE HF42 OR BETTER EXCEPT WALL STUDS MAY BE HF STUD GRADE & SILL PLATES HF#3 WHERE NOT SPECIFIED ON THE PLANS: a.) COLUMNS IN WALLS ARE TO BE (2) 2x STUDS OF THE SAME WIDTH AS THE WALL AND SPIKED TOGETHER WITH 10d 0 12 o.c. (UNLESS NOTED OTHERWISE) b.) FLOOR FRAMING PARALLEL TO INTERIOR PARTITIONS IS TO HAVE ONE FLOOR JOIST DIRECTLY BENEATH EACH PARTITION LESS THAN ONE HALF SPAN LENGTH AND TWO JOISTS WHERE PARTITION EXCEEDS ONE HALF THE SPAN LENGTH OF THE JOIST. c.) FLOOR JOISTS ARE TO BE BLOCKED AT ALL BEARINGS. d.) WALL TOP PLATES ARE TO HAVE STAGGERED SPLICES A MINIMUM OF 4'-0" APART AND SPIKED TOGETHER IN THE SPLICED ZONE WITH A MINIMUM OF 8-16d SINKERS. e.) WOOD IN CONTACT WITH THE WEATHER, SOIL, CONCRETE OR MASONRY IS TO BE PRESERVATIVE TREATED. 1.) ISOLATED COLUMNS ARE TO HAVE "CC TYPE COLUMN CAPS. COLUMNS IN WALLS ARE TO HAVE "AC", "LPC", OR "PC" TYPE POST CAPS. STRUCTURAL GLUED LAMINATED TIMBER: MANUFACTURED BEAMS ARE TO BE OF DOUGLAS FIR AND STRESS GRADE COMBINATION 24F—V4, BEAM CAMBER WHERE REQUIRED IS SHOWN ON THE PLANS. STRUCTURAL PREFABRICATED WOOD PRODUCTS: WOOD I —BEAMS AND OTHER PREFABRICATED WOOD PRODUCTS SHOWN ON THE PLANS ARE THOSE PRODUCTS AS MANUFACTURED BY TRUSS JOIST MacMIWAN. SHEARWALL SCHEDULE 1,2,3,4,6,7,8,9 MARK SHEATHING SHEATHING EDGE NAILING SHEARFLOW NAILING REMARKS ALLOWABLE SHEAR SW1 15/32" PLYW'D ONE SIDE 8d 0 6" o.c. 16d 0 8" o.c. 230 plf SW2 15/32" PLYW'D ONE SIDE 8d 0 4" o.c. 16d 0 5 1/2" c.c. 350 plf SW3 15/32' PLYW'D ONE SIDE 8d 0 3" o.c. 16d 0 4" o.c. SEE NOTE 5. NOT USED 450 plf SW4 15/32" PLYW'D ONE SIDE 8d O 2" o.c. 16d 0 3" o.c. SEE NOTE 5 NOT USED 600 plf SW5 15/32" PLYW'D EACH SIDE 8d 0 4" o.c. 16d 0 5 1/2" o.c. 2 ROWS SEE NOTE 5 NOT USED 700 plf SW6 15/32" PLYW'D EACH SIDE 8d 0 3" o.c. 16d 0 4" o.c. 2 ROWS SEE NOTE 5. NOT USED 900 plf SW7 15/32" PLYW'D EACH SIDE Bd 0 2" o.c. 16d 0 3" o.c. 2 ROWS SEE NOTE 5. NOT USED 1200 plf NOTFS- 1. SCHEDULE IS BASED ON 2015 INTERNATIONAL BUILDING CODE FOR WOOD FRAMED WA' I S WITH 2x4 (MINIMUM) HEM —FIR STUDS 0 24" o.c.. 2. SHEATHING IS TO BE SPAN RATED 24/0 MINIMUM AND MAY BE PLYWOOD OR OSB. 3. SHEATHING THICKNESS MAY BE REDUCED TO 3/8" OR 7/16" PROVIDED STUDS ARE 0 16" o.c. MAXIMUM. 4. SHEATHING IS TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 5. STUDS ARE TO BE SINGLE 3" NOMINAL OR THICKER AT ADJOINING PANEL EDGES AND SHEATHING NAILING STAGGERED FOR SW3, SW4, SW5, SW6, & SW7. 6. ALL NAILS ARE TO BE COMMON WIRE. 7. SHEATHING NAILING AT INTERMEDIATE SUPPORTS IS TO BE 8d 0 12" o.c. 8. SHEATHING NAILS ARE TO BE DRIVEN SO THAT THEIR HEADS ARE FLUSH WITH THE SURFACE OF THE SHEATHING. 9. PLATE WASHER EXTENDS TO WITHIN 1/2" OF THE EDGE OF THE BOTTOM PLATE ON THE SIDES WITH SHEATHING OR OTHER MATERIAL WITH UNIT SHEAR CAPACITY OF 400 PLF OR GREATER FOR WIND OR SEISMIC. (SEE PLATE WASHER DETAIL) ANCHOR BOLT SCHEDULE 1,2,3 MARK SILL PLATE ANCHOR SILL PLATE REMARKS AB1 5/8" dia. A.B. 0 32" o.c. 2x SILL PLATE AB2 5/8" dia. A.B. 0 16" o.c. 2x SILL PLATE NOT USED 1. ANCHOR BOLTS ARE 5/8" dia. 0 48" o.c. WITH 7" MIN. EMBEDMENT (U.N.0) RETROFIT ANCHOR BOLTS TO BE 5/8" Dia. SIMPSON STRONG BOLT 2 (OR EQUAL) WITH 2-3/4" MIN EMBEDMENT 2. WASHERS TO BE 3" x 3" x 0.229" THICK PLATE WASHERS LOCATED THE PLATE WASHERS SO THAT THE EDGE OF THE WASHER IS WITHIN 1/2" OF THE SHEATHING OF THE SHEAR WALL (PER SDPWS 4.3.6.4.3) 3. THERE SHALL BE A MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF SILL PLATE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 4" FROM END OF EACH PIECE HOLDOWN SCHEDULE HOLDOWN (SIMPSON) WALL STUD ANCHOR BOLT REMARKS TYPE NAILS/BOLTS STHDIORJ (2)2x HF STUD 28-10d USE STHD10 AT NON — RIM JOIST APPLICATIONS STHD14RJ (2)2x HF STUD 38-10d NOT USED HDU4 (2)2x HF STUD 10—SDS 1/4"x2.5" SCREWS FLOOR TIE SCHEDULE STRAP TIE (SIMPSON) WALL STUD REMARKS NAILS/BOLTS CS16x40 2x HF STUD 8—tOd EACH END MSTC40 (2)2x HF STUD 14-16d SINKER EACH END SHEARWALL EDGE NAILING FOR CONN. OF SHEATHING C70 HOLDOWN STUD (TYP.) 2x6 STUD w/ 1Od 0 3" o.c. FULL LENGTH 'STAGGERED) FLOOR TOP OF CONC. WALL SYM. AB'T SHEARWALL PER PLAN (SHTG NOT SHOWN FOR CLARITY) HOLDOWN DETAIL 1"=1'-0" (2) 2x6 OR 4x6 HOLDOWN STUD STRAP TYPE HOLDOWN PER PLAN RIM JOIST P.T. SILL PLATE w/ ANCHOR BOLTS PER FOUNDATION PLAN 4 MIN. REINF. (PER HOLDOWN MANUFACTURER'S REQUIREMENTS) FOUNDATION WALL UPPER FLOOR SHEARWALL PER PLAN MAIN FLOOR SHEARWALL EDGE NAJUNG MAIN FLOOR SHEARWALL EDGE NAILING MAIN FLOOR SHEARWALL PER PLAN ROOF SHEATHING MFG. ROOF TRUSS OR ROOF RAFTER 2x BLOCK w/ (3) 8d TOE —FLAILS SHEARWALL — EDGE NAIUNG SHEARWALL PER PLAN UPPER FLOOR SHEARFLOW NAILING PER SHEARWALL SCHEDULE RIM JOIST FLOOR SHEATHING 111I �II I 1 2x NAILER SHEARWALL PER PLAN (SHEATHING NOT SHOWN) FLOOR JOIST (JOIST MAY BE PERPENDICULAR TO E(T. WALL) WALL TOP PLATES NOTE: USE THIS DETAIL WHEN SHEARWALL PANEL EDGES FRAME ONTO COMMON MEMBER BETWEEN UPPER AND MAIN FLOORS. 1 :: 1 li i=___ _ III lS=�II�" SIMPSON HT AT EVERY TRUSS OR RAFTER (USE "LGT" TRUSS ANCHOR AT GIRDER TRUSS LOCATIONS) UPPER FLOOR SHEARWALL PER PLAN UPPER FLOOR SHEARWALL EDGE NAILING BOTTOM PLATE TO RIM. LTP4 0 36" o.c. RIM TO TOP PLATE. SW1, USE LTP4 0 24" c.c. 912, USE LTP4 0 16" o.c. SW3, USE LTP4 0 12' o c SW4, USE LTP4 0 10" a.c. MAIN FLOOR SHEARWALL EDGE NAILING NAIL SHEATHING TO BLOCKS WITH SHEARWALL EDGE NAILING TIE STRAP: CONTINUOUS SIMPSON CS16 ACROSS THE ENTIRE LENGTH OF SHEARWALL WITH (8)10d AT EACH BLOCK AND 10d AT 4" 0.C. ABOVE AND BELOW WINDOW OPENING KING STUDS 4x BLOCKING BETWEEN STUDS, TYPICAL ACROSS THE ENTIRE LENGTH OF THE SHEARWALL AT ALL FOUR CORNERS OF THE WALL OPENING WALL OPENING REINFORCEMENT AT SHEARWALL MAIN FLOOR SHEARWALL PER PLAN Bd 0 6" o.c. SHEARWAIL— EDGE NAILING aus F FND TRUSS 10d 0 4" o.c. 10d 04'o.c. SHEARWALL EDGE NAILING SHEARWALL PER PLAN :1 7 I I I ROOF SHEATHING 2x6 GWB BACKING DOUBLE TOP PLATES TYPICAL DETAIL AT GABLE END UPPER FLOOR SHEARFLOW NAJUNG PER SHEARWALL SCHEDULE RIM JOIST FLOOR SHEATHING (OPTION) SHEARWALL PER P STRAP PER P BEAM PER P FLOOR JOIST (JOIST MAY BE PERPENDICULAR TO EXT. WALL) WALL TOP PLATES NOTE: USE THIS DETAIL WHEN SHEARWALL PANEL EDGES DO NOT FRAME ONTO COMMON MEMBER BETWEEN UPPER AND MAIN FLOOR. FLOOR TIE DETAIL =1'-0" 8d 0 6" o.c. FIC WPM al 2x BLOCK AT BRACE LOCATIONS ATTACH SHEATHING TO BLOCK WITH 8d AT 6" O.C. 2x6 HF BRACE 0 72" o.c. w/ (1) A23 ANGLE EACH END SHEARWALL PER PLAN RIM JOIST SHEARWALL EDGE NAILING FLOOR SHEATHING (2) 10o NAILS OOR JOIST (JOISTS PERPENDICULAR TO TO WALL) 2x6 P.T. SILL PLATE w/ ANCHOR BOLT PER PLAN ROOF SHEATHING EDGE NAILING DRAG TRUSS PER PLAN ANGLE: 'A23' 0 16" o.c. LONG LEG OF ANGLE ON TRUSS SHEARWALL EDGE NAILING SHEARWALL PER PLAN fTh DRAG TRUSS DETAIL cC) '"_' 0 (INTERIOR SHEARWALL) FOUNDATION w/ REINFORCEMENT PER PLAN SHEARWALL FRAMING DETAIL 1 "=1'-a" IMPSON "LU21O" SERIES HANGER (OR EQUAL) WHERE (2) T1 TIE --I— STRAPS ARE SPECIFIED USE DBL. STUDS AND (2) RE STRAPS TIE STRAP PER PLAN RIM JOIST SHEARWALL PER PLAN SHEARWALL EDGE NAILING BOTTOM PLATE TO RIM: LTP4 0 36' c.c. SHEARWALL EDGE NAILING PLYWOOD FILLER SHEARWALL EDGE NAIUNG SHEARFLOW NAILING PER SHEARWALL SCHEDULE FLOOR SHEATHING RIM JOIST11 II, (OPTION) SHEARWALL (SHTFRG CLARITY') SHOWNNOT SHEARWALL SYM. f AB'T USE SHEARWALL EDGE NAIUNG FOR CONNECTION OF SHTG TO EACH STUD UPPER FLOOR SUB —FLOORING V FLOOR JOIST (JOISTS MAY BE PERPENDICULAR TO WALL) 2x6 P.T. S LL PLATE w/ ANCHOR BOLT PER PLAN FOUNDATION w/ REINFORCEMENT PER PLAN NOTE- IF HEADER INTERVENES, WRAP AND NAIL STRAP TO HEADER AND TIE HEADER AT EACH END TO WALL STUDS BELOW w/ (1) LSTA21 USE SHEARWALL EDGE NAJUNG FOR CONNECTION OF SHTG TO EACH STUD TYPICAL FLOOR TIE DETAIL =1'-0" AIM TSE ENGINEERING 12930 N.E. 178th STREET Woodinville, WA 98072-5708 (425) 481-6601 • FAX:481-6371 41 WAS � t, _ kce 40891 ON AI,Vx' 07113/20 L• .... . L . . r t. ICODE C 7 LANCE ( 1 a ':: 0 _• 2020 City of Tukwila I BUILDING DIVISION j I project title: RESIDENTIAL DESIGN SERVICES PLAN #1427 TSE #8868 sheet title: STRUCTURAL DETAILS & NOTES revisions: CITY 0 COMMENTS 03/29/18 \7/CITY V COMMENTS 07/03/20 designer: El drawn: El checked: KR date: 07/06/18 scale: AS NOTED file: 8868-1 sheet #: S 1 — F ATTACH RIM JOIST TO WALL TOP PLATES WITH 'LTP4' AT 12" O.C. (TYPICAL AT THIS WALL LINE) `-PRE-ATTACHED 1 WOOD STUDS ATTACH TOP OF WALL TO TOP PLATES WITH (9)SDS tf" x 31¢" SCREWS (PROVIDED) EL PANEL 1/4" HOLES TO ATTACH OPTIONAL BLOCKING OR FRAMING SIMPSON STRONGWALL DETAIL RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. DRAINAGE PER LOCAL JURISDICTION (2) 44 HORIZ. FOUNDATION DETAIL 1 •=1'-0' MAIN FLOOR SHEARWALL PER PLAN MAIN FLOOR SHEARWALL EDGE NAILING FLOOR JOIST PER PLAN FRAMING ANCHOR: LTP4 0 18" o.c. #4 0 12' o.c. HORIZ. 2-#4 CONT. 1 '-4" HEADER PER PLAN 1" Dia. SIMPSON STRONG WALL ANCHOR RODS �.�' MAXIMUM N 11 IN FOOTING WITH SDS Y4 x 3>¢` SCREWS. FOR SHIMS GREATER THAN 74" 8" CONCRETE WALL FOOTING PER PLAN CENTERED UNDER STRONG WALL 44 AT 12" O.C. EACH WAY FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) 94 AT 12" o.c. HORIZ. MAIN FLOOR SHEARFLOW NAILING PER PLAN FU DEPTH BLOCKING BETWEEN JOIST 2x6 P.T. SILL PLATE ANCHOR BOLT PER PLAN 8" CONC. WALL 44 0 18` o.c. VERT. w/ 6" HOOK 0 FTC. INTERIOR SHEARWALL DETAIL 1.=1.-0. 94 AT 12" o.c. HORIZ. CONCRETE SLAB (2) /4 HORIZ. PREFABRICATED HOLES IN STEEL PANEL (VARY WITH EACH MODEL) ADDRIONAL CUTTING OF STEEL WALL OR ENLARGING OF EXISTING HOLES NOT PERMITTED. PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. 'SHEAR REINFORCEMENT #3 TIES AT 4" O.C. HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. (APROX 5 TO 6') NUT/WASHER/NUT SHEARWALL EDGE NAIUNG (WHERE SHEARWALLS OCCUR) HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. (APROX 5 TO 6') DRAINAGE PER LOCAL JURISDICTION FOUNDATION DETAIL AT GARAGE t SHEARWALL PER PLAN SYM. ABT. ih TOP OF CONC. WALL V HOLDOWN DETAIL 1.=1,-0. HOLDOWN STUD SIMPSON SOS 1/4 x 3 WOOD SCREWS HOLDOWN PER PLAN 5/8" DNA. THREADED ROD 5/8' SLEEVE NUT OR TURN BUCKLE HOLDOWN ANCHOR PER SCHEDULE P.T. SILL BLATE w ANCHOR BOLTS FOUNDATION PLAN 4 MIN. REINF. (PER HOLDOWN MANUFACTURER'S REQUIREMENTS) FOUNDATION WALL 94 BENT AA BEDDED IN FOOTING 10d 0 4' o.c. DBL TOP PLA SHEARFLOW NAUNG PER SHEARWALL SCHEDULE I� SIMPSON STRONGWALL PER PLAN PER FLAN OFFSET SHEARWALL DETAIL RIM JOIST ADDED PONYWALL• SEE PLAN FOR SHEARWALL NAJUNG P.T. SILL PLATE w/ A.B. PER PLAN 94 AT 12" o.c. HORIZ. CONCRETE SLAB DRAINAGE PER LOCAL JURISDICTION (2) #4 HORIZ. FOUNDATION DETAIL LPC POST CAP 10d04'o.c. UPPER FLOOR V MAIN FLOOR SHEARWALL PER PLAN SHEARWALL DETAIL GLULAM BEAM PER PLAN PORCH HEADER PER PLAN HLJCQ410-SDS BEAM HANGER COLUMN PER PLAN FRAMING DETAIL 1•-1•-0• SHEARWALL PER PLAN UPPER FLOOR SHEARWALL EDGE NAUNG FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) WALL HEIGHT NOT TO EXCEED 36" r VAPOR BARRIER PER ARCH. PLAN 10d06'O.c. UPPER FLOOR LVL ALIGNED w/ SHEARWALL BELOW LTP4 024' o.c. WALL TOP PLATES MAIN FLOOR SHEARWALL PER PLAN SHEARWALL DETAIL PROTECTIVE BARRIER BETWEEN WOOD AND CONCRETE PER ARCH. PLANS CONCRETE PORCH PER PLAN BLOCK BETWEEN JOIST BEAM PER PLAN POST PER PLAN VAPOR BARRIER PER ARC #4 AT 247 O.C. #4 0 14' o.c. VERT. AT CENTER OF WALL (3) 94 LW DRAINAGE PER LOCAL JURISDICTION FOUNDATION DETAIL AT ENTRY BUTTON PLATE NAIUNG PER SHEARWALL SCHEDULE JOIST PER PLAJJ WITH, SIMPSON LU210 SERIES HANGER (OR EQUAL) VAPOR BARRIER PER ARCH. PLAN 4 AT 12"o.c. HORIZ. ''''-0• (AT TALL WALL SETBACK) 2x4 x 16" GUSSET BOTH SIDES ATTACH TO BEAM AND COLUMN w/ 4-10d NAILS 7 SIMPSON A24, ATTACH WITH 1/2"x4 1/2" WEDGE ANCHOR / PARABOLT TO FTG [4 1/2"x3- LAG TO POST FTG PER PLAN TYP. CRAWLSPACE FRAMING 1 "=1"-O' SHEARWALL PER PLAN ROOF SHEATHING EDGE NAIUNG 2x6 LEDGER ATTACHED TO STUD WITH (2) 16d NAILS SHEARWALL EDGE NAILING ROOF SHEATHING MFG. ROOF TRUSS SIMPSON H1 AT EVERY TRUSS BEAM PER PLAN "LUS24' HANGER (OR EQUAL) OFFSET WALL DETAIL I"-I'-0 FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) 44 0 14"o.c S.W SIMPSON TS22 (OR EQUAL) TOP PLATES (WHERE OCCUR) AT POST BEAM PER PLAN SIMPSON A35 (OR EQUAL) COLUMN PER PLAN TYPICAL BEAM CONNECTIONS EDGE SHEATHINGAIILI 2x BLOCK SHEARWALL EDGE NAILING SHEARWALL PER PUN --a-F.— STEM WALL BEYOND FOUNDATION DETAIL TWIST STRAP. SIMPSON T518 BEAM PER PLAN FLOOR BEAM PER PLAN SIMPSON A23 ANGLE — TSE ENGINEERING 12930 N.E. 178th STREET Woodinville, WA 98072-5708 (425) 481-6601 • FAX: 481-6371 <ct wAs , a� 7. ' 40891 ite l�`v O�sS�a k�G NAL 07/13/20 CO /vDE (^;�.:, P r NCE is\/ti vi\t! t.l;"IV� ' APP1 3VE[) ' } cC7: 03 202U i city of fuKw Ha BUILDING UiVISION.f project title: RESIDENTIAL DESIGN SERVICES PLAN #1427 TSE #8868 sheet title: STRUCTURAL DETAILS revisions: \ / CITY V COMMENTS 03/29/18 CLIENT CHANGES 07/03/20 designer: El drawn: El checked: KR date: 07/06/18 scale: AS NOTED file: 8868-2 I._heet #: 7iiill S ^ WALL WITH FOOTING 7'-6" BELOW GRADE RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. BACKFILL ON BOTH SIDES OF WALL WITH GRADE SLOPE PER SITE PLAN 12" WIOE (MIN) STRI OF FREE DRAINING MATERIAL ADJACENT TO WALL CONT. TO FOOTING #4 0 14" o.c. VERT. AT CENTER OF WALL LAP SPUCE: 04 32'Q 0 14'o.c. DRAINAGE PER LOCAL JURISDICTION (3) #4 LW FOUNDATION WALL DETAIL AT STEEP SLOPE SETBACK FLOOR JOIST PER PLAN (JOIST MAY BE PERP. TO WALL) #4 AT 12"o.c. HORIZ. 0 14"o.c S.W WALL WITH FOOTING 9'-6" BELOW GRADE RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. BACKFILL ON BOTH SIDES OF WALL WITH GRADE SLOPE PER SITE PLAN 12' WIDE (MIN) STRI OF FREE DRAINING MATERIAL ADJACENT TO WALL CONT. TO FOOTING #5 0 10" am. VERT. AT CENTER OF WALL LAP SPUCE: j51. JJt" 0 1 O"o.c. DRAINAGE PER LOCAL JURISDICTION (3) #4 LW #4 AT 12"o.e. HORIZ, FLOOR JOIST PER PLAN (JOIST MAY BE PERP. TO WALL) 4 0 9"o.c S.W WALL WITH FOOTING 7'-6" BELOW GRADE HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. BACKFILL ON BOTH SIDES OF WALL WITH GRADE SLOPE PER SITE PLAN #4 tet0 18"o.c. ONCRETE PORCH/SLAB #4 AT 12"o.c. HORIZ. 0 14"o.c S.W (2) 2X PLATE RIM JOIST • • a•• .. a •. 4 • • 4 a a 4. • In MI — a. ` 3' 0" MIN. HORIZ • FOOTING REINF. i / .\/ /\%\\\N \/\\//\�\%• PER PLAN �� ,/\ \//\\\//\\//\\ FOOTING THICKNESS PER PLAN (2) #4x • ' /�.//i✓iy/%%/jam/ \j 1 - 6 CONCRETE STEPPED 14G/ /\�/\\//\\//\\�/\`�\\ �/•\ (SEE TYP. WALL SECTION FOR FOUNDATION DESIGN) • d•` • • is a • ' ay. a a 4 • • .: va 4 WALL PER PLAN •.. a•. • • • .y M, a a. . • .a . . a • a a • WALL HEIHGT PER PLAN FOOTING REINF. PER PLAN ELEVATION PORCH FOOTING 7'-6" BELOW GRADE POST PER PLAN "ABU" POST BASE 16" Dia CONCRETE SONOTUBE FOOITNG #3 TIES AT 12 0 .0 (4) #4 VERTICAL (EQUALLY SPACED) LAP SPUCE: #4 24 I 0 EACH VERT 3 #4 EACH WAY SHEATH WALL ABOVE DOOR/FLOOR WITH }• PLYWOOD OR 4" OSB AND NAIL WITH Bd AT 6" O.C. EDGE/12" O.C. FIELD EXISTING PLATE FIEBLOCI PER ARCH PIAN UPPER FLOOR PER PLAN CONTINUOUS HEADER PER PLAN 1 1 I�.. "A35" ANGLE AT 16"o.c I��11 II� SERIES HM4GER (OR EQUAL) EXISTING GLULAM BEAM PER PLAN 2x4 LEDGER ATTACHED TO EACH STUD WITH (2)10d AND TO BEAM WTTH "A35" AT 24" O.C. 2x LEDGER ATTACHED TO EACH STUD WITH (3)10d AND TO PLATE WITH 16d AT 6" O.C. JOIST PER PLAN GARAGE DOOR OPENING WALL PER PLAN PER A�RLYi�KI TALL CONCRETE WALL PER PLAN OOR SHEATHING EDGE NAILING OOR JOIST PER PUN 2x LEDGER ATTACHED TO EACH STUD WITH WITH 16d NAILS PLUS SCREWS (OR EQUAL) ENGINEERING 12930 N.E. Woodinville, (425) 481-6601 as TSE 178th STREET WA 98072-5708 • FAX:481-6371 O A. RY. a `rCN �.0 WAS .L i 10 40891 07113/20 I'"or;.., (:CC.;, FLL^„ vCE } JC 0 ' 2020 I' i City of 1 ukwaa i Bi_fiLD i'O DiVISEON I project title: RESIDENTIAL DESIGN SERVICES PLAN #1427 TSE #8868 sheet STRUCTURAL title: DETAILS revisions: 03/29/18 NVCITY COMMENTS 07/03/20 CLIENT V CHANGES designer: El drawn: El checked: KR date: 07/06/18 scale: AS NOTED file: 8868-2 sheet #: 1 SOUTH 126TH STREET oar /cop • a ['0257 STABILIZED CONSTRUCTION ACL2S5 `C. 41' \ 1 C) I ` l\ Itih�C I ' PORTION SE 1/4 SW 1 /4, 1 1 --TDIRT PILE R\ ti Cv 1 1 1 1 1 Viko. SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. JOINTS IN FILTER FABRIC MATERIAL SHALL BE SPLICED AT POSTS. USE STAPLES OR WIRE RINGS OR 2" X 2" BY 14 GAUGE WIRE OR EQUIVALENT TO ATTACH FABRIC TO POSTS EQUIVALENT, IF STANDARD STRENGTH FABRIC USED —r z N z N SILT FENCE NOTES 1. SEE DETAIL 2. THE GEOTEXTILE USED MUST MEET THE FOLLOWING SPECIFICATIONS: AOS (ASTM D-4751) 30-100 SIEVE SIZE FOR SILT FILM 50-100 SIEVE SIZE FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D-4491) 0.02 SEC-1 MIN GRAB TENSILE STRENGTH (ASTM D-4632) 180 LBS MIN. FOR EXTRA STRENGTH FABRIC 100 LBS PER MINUTE STANDARD STRENGTH FABRIC GRAB TENSILE ELONGATION (ASTM D-4632) 30% MAX. ULTRAVIOLET RESISTANCE (ASTM 0-4355) 70% MIN. A COPY OF THE MANUFACTURERS' FABRIC SPECIFICATIONS MUST BE AVAILABLE ONSITE 3. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANTS A STRONGER FENCE. 4. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL BE NO STEEPER THAN 2H:1V. IIBURY BOTTOM OF FILTER MATERIAL LJ IN MINIMUM 4" BY 4" TRENCH 6' MAX. MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" BY 4" WOOD POSTS STEEL FENCE POST, REBAR OR EQUIVALENT FILTER FABRIC 2" X 2" BY 14 GAUGE WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED 2H:1 V MAX z II N dC 1 S8 4-47' 3?'r. BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL MINIMUM 4" X 4" TRENCH SILT FENCE DETAIL NTS SEPARATE PERMIT REQUIRED FOR: C] echarlical Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION PLANNING APPROVED No changes can be madeto these plans without approval from the Planning Division of DCD >->,pproved By: M i ik-er Petry L+.) 't z N EyJSS�NG RO PO INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT 4"-8" QUARRY SPALLS 12" MIN. THICKNESS DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R—O—W 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 PAD PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA STABILIZED CONSTRUCTION ENTRANCE REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 r�City of Tukwila BUILDING DIVISION REVISIONS IONS .. _.: Lc -r•,-:ae to the scope pf WJt+. A ;,:`:rOva! 01 me T,.Kw�ia 8,,,:id•-. `.iw:5lOn in E: F41 ,. nns wit. red;ilre a new Dian submittal C;`:: ^tcY inciude eai!r ona! plan revs FI!_ FAY Permit No. 0392. sew apt Ovai :S ii'Otecl to errors and orrnss✓ors Approval of tons:ruction documents does av!§Wee ire v:xanOn nl any adopted code or ordinance Receip+ of actoro..ed Feld Clay and cond.t 's cxnpwledgee: 6f i9 S ION Know what's below. Call before you dig. NTS LEGEND -- 554 EXSTG. CONTOUR PROPERTY LINE LIMITS OF DISNRBABCE CONSTRUCTION ENTRANCE & TIRE WASH FILTER FENCE SOIL AMENDMENT FOR ALL UNPAVED DISTURBED AREA LEGAL DESCRIPTION PARCEL A OF TUKMLA BGUNDARY UNE ADJUSTMENT NO. LO6-090, RECORDED UNDER KING COUNTY RECORDING NUMBER 2001060890005. SITE BENCHMARKS BASIS OF BEARING BASIS OF BEARING IS TUKWILA BLA L06-090, KC REC. NO. 20070608900005 ELEVATION DATUM BASIS OF ELEVATION Ex. Sewer Manhole RIM = 299.3 64 eo/9 s,11$ RECEIVED MAY Y U 2[fl T UKWILA PUBLIC WORKS ON LTA/_ _.LL___ UALL ( .. ) N33 -011, TO SC rteDU Le MANbAarbRy RE -co t ter oN M wlzrt VU06 (c. woRlcs GRAPHIC SCALE 10 0 5 10 20 40 REVISION I REVISED PER CITY COMMENTS REVISED PER CITY COMMENTS < o `- �al 0 0 2 — N Cr C. LO Ch o Ili x a C2MY C2MY ENGINEERS, LLC PO BOX 52883 BELLEVUE, WA 98015 (206) 922-9316 cmchIn.c2mysgma 1Isom TESC PLAN FILE NO: 1824 CALCI SWEET C1.0 ( IN FEET ) 1 inrh = in ft IM C.2.4 BASIC DISPERSION FIGURE C.2.4.B TYPICAL. CNAVEL-FILLED DISPERSION TRKNCH FOR BASIC DISPERSION i -no 24" MIN am - TRENCH SECTION NTS SLOPE T00 SO. FT. 3.500 SQ. FT. LEVEL OUTLET RIGID PEFORATED PIPE. 4' MIN. DIA 3l4• TO 1.12" WASHED DRAIN ROCK SMALL CATCH BASIN OR YARD DRAIN 25-FOOT (MIN.) VEGETATED FLOWPATH SEGMENT SIMPLE 10- FOOT TRENCH TYPE 1 CB FLOWPATH SEGMENTS MUST NOT OVERLAP 25-FOOT (MIN.) VEGETATED FLOWPATH SEGMENT MAXIMUM 50-FOOT TRENCH WITH NOTCHED BOARD (SEE FIGURE C.2.1.D) PLAN VIEW OF ROOF NTS 2016 Surruce Water Design Manual Appendix C 4242016 C 67 UTILITY NOTES 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPUCABLE SHORING LAWS FOR TRENCHES. ALL TRENCH SAFETY SYSTEMS SHALL MEET WISHA REQUIREMENTS. 2. PLACE POWER, CABLE, FIBER OPTICS, AND TELEPHONE LINES S IN A TRENCH WIN A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING . WORK IN RIGHT-OF-WAY 1. WHEN ACTIVITY IS UNATTENDED , INSTALL A SIGN WITH MINIMUM TWO-INCH LETTERS STATING PERMITTEE OR COMPANY NAME, AND DAY AND EVENING PHONE NUMBERS. TMC 11.08.140 2. INSTALL BARRICADES , SIGNS, WARNING LIGHTS, AND SAFETY DEVICES SUFFICIENT TO NOTIFY PUBLIC OF OBSTRUCTION OR TRAFFIC HAZARD. DEVICES MUST REMAIN UNTIL THE OBSTRUCTION IS CLEARED AND NE RIGHT-OF-WAY IS RESTORED. TMC 11.08.170.A 3. MAINTAIN ACCESS TO FIRE STATIONS, FIRE HYDRANTS, FIRE ESCAPES, AND FIREFIGHTING EQUIPMENT. TMC 11.08.180 4. MAINTAIN ACCESS TO PROPERTY ADJOINING EXCAVATION OR SITE WORK. 5. PRESERVE AND PROTECT ALL PROPERTY ADJOINING EXCAVATION OR SITE WORK. 6. RESTORE DISTURBANCE TO PRIVATE AND PUBLIC PROPERTY. TMC 11.08.220.D 7. DISTURBANCE OF SURVEY MONUMENTS AND MARKERS REQUIRES THE DIRECTOR 'S PREAPPROVAL. A UCENSED SURVEYOR SHALL REPLACE DISTURBED MONUMENTS AND MARKERS. 8. COMPLY WITH ALL STATE AND CITY LAWS AND PROCEDURES TO PROTECT PUBLIC FROM AIR, WATER AND NOISE POLLUTION . TMC 11.08.210 9.INSTALL TEMPORARY SIDEWALK OR CURB RAMP IF PERMANENT IS BLOCKED. TMC 11.08.220 10. COVER OPEN EXCAVATION WITH NON-SKID STEEL PLATES RAMPED TO ELEVATION OF CONTIGUOUS RIGHT OF WAY SURFACE TMC 11.08.220 11. STORE ALL STOCKPILE MATERIAL SHALL BE STORED IN A SAFE MANNER TO PROTECT NE PUBLIC. FREE DRAINING BACKFiLL WASHED GRAVEL OR CRUSHED ROCK (SEE NOTE) GEOTEXOLE FILTER FABRIC. MIRAFI 140N OR E0. OFOOTING DRAIN DETAILS PAVEMENT RESTORATION 1. COMPACT BACKFILL TO COMPACTION OF UNDISTURBED GROUND OR COMPACT BACKFILL TO MEET CITY STANDARDS. 2. RESTORE PAVEMENT TO ITS ORIGINAL CONDITION IMMEDIATELY FOLLOWING BACKFILLING OR WHEN CONCRETE IS CURED. a. EXCEPT FOR WINTER OR OTHER WEATHER CONDITIONS WHICH PREVENT PAVING, COMPLETE PAVING, RESURFACING, OR FACILITY REPLACEMENT: • ON PRINCIPAL ARTERIAL, MAJOR OR COLLECTOR STREET WITHIN 3 CALENDAR DAYS. • ON OTHER STREETS WITHIN 7 CALENDAR DAYS b.FOR WORK PREVENTED DUE TO WEATHER: • PROVIDE A TEMPORARY PATCH. • PROVIDE A CONSTRUCTION SCHEDULE ADDRESSING MEANS AND METHODS TO MINIMIZE TRAFFIC DISRUPTION AND TO COMPLETE WORK AS QUICKLY AS POSSIBLE. STORM DRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS, AND THE CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL , UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE" AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER", AS APPLICABLE. 3. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3: 1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF NE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. 4. SINGLE FAMILY RESIDENCES CONSTRUCTED ON LOTS CREATED BY SUBDIVISION MUST PROVIDE DOWNSPOUT INFILTRATION SHOWN ON NE APPROVED PLANS. 5. COORDINATE FINAL STUB -OUT LOCATIONS WIN THE UTILITIES INSPECTOR. PROVIDE A WIRE OR OTHER DETECTION DEVICE AND MARK STUB -OUT LOCATION WITH A 5-FOOT 2"X4" STAKE, BURIED 4-FEET AND LABELED "STORM' OR "DRAIN". SCALE: PORTION SE 1 /4 SW 1 /4, SECTION 10, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. e DIAMETER PERFORATED PVC PPE WITH PONTNE GRADIENT TO DISCHARGE NOTES, 1. DO NOT REPLCAED RIGID PVC PIPE VAIN FLEXIBLE CORRUGATED PLASTIC PIPE 2. PERFORATED OR SLoT1E PVC PIPE SHOULD BE TIGHT JOINTED AND LAID WITH PERFORATIONS OR SLOTS DOWN WTI POSITIVE GRADIENT TO DISCHARGE. 3. DO NOT CONNECT ROOF OUT DRAINS INTO TIME FOOTING DRAIN LINES. 4. WASHED GRAVEL SHALL BE E AT AT LEAST ONE SEVE SIZE LARGER THAN PERFORATION. NIS SS SS N8918'58"W. 51.36' existing wood NE corner Hoouse #4028 __._ SE c '.tier Hoouse #4028 -- a 4• PERF. PVC FOOTING ORAN 0. SAN. CLFMIOUT RN=IMTCH DST. (,BADE IW-326.01; 43LF4'INC M �� 11GHRTNE 1 IND*, 1y�1 .6 /1• DOIEIIG MLitt 1 a1A� EiETBiT C a SOUTH 126TH STREET - CONNECT TO INSS ..- INVs3142± EXACT INERT) ex, sewer f?H rim = 324.?5' 8' PVC S.E.= 314.80 8" PVC W. = 314.75 GENERAL 1. AT LEAST ONE WEEK BEFORE BEGINNING CONSTRUCTION, CONTACT PUBLIC WORKS UTIUTIES INSPECTOR AND SCHEDULE A PRECONSTRUCTION MEETING. 2. NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179 AT LEAST 48 HOURS (2 WORKING DAYS) BEFORE STARTING PROJECT SITE WORK. 3. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS (1 WORKING DAY) IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDEUNES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. 7. ALL METHODS AND MATERIALS SHALL MEET CITY OF 'TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10.CONTRACTOR SHALL PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. WALL SURVEYING FOR PUBLIC FACILITIES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. HORIZONTAL DATUM SHALL BE STATE PLANE COORDINATES. 12.THE CONTRACTOR SHALL REPLACE, OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. ,'TRADING AND EROSION CONTROL NOTES 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES. ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UN WORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL • PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. • STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. and rebar w/cop #20267 A EASEMENT 10,0'- W, �D6PVC05.1TA ss SAL CLEMOUT RISIATCH EXST. GRADE co IHV=322.0 • A I o <" 7 ON 0 'on O EL'A Ur ,5 .)).a.3\-o-iyaL000 o kY ,u l�� � 92e\ 5tvni�t Et D\5 ' 1C1 (Pe E [OM L•( l 5 Q,1rra ,D G\ ti\ \ \ 1 a4R .4ry� ?O 0 BAN. CLENIOUT I M=MATCH est. GRADE ItN=323.5 -DIRT PILE REMOVE MO GRADE ET am COVER LION WPq�; ,CL 1v W Q- �� \ \ Know what's below. Call before you dig. G I3\ '1.olq 16.44' S84'47'39"E ERGEIR NIEIK IO(E WITH C.O.T.G.(4• PVC) FOOTING DRAIN W/ CLEWOUT TO GRADE (C.O.T.G.) -4-- EARTHWORK DUANTIT!Y: CUT = 25 CY. FILL = IE C.Y. GEOTECHNICAL ENGINEER: SEE CEOTECHNICAL REPORT ADDENDUM DATED JULY 30. 2018 PREPARED BY: ANGES ENGINEERING, LLC. PO BOX 935 PUYALLUP, WA 98371 PH: 253-845-7000 GRAPHIC SCALE 10 0 5 10 20 REVIEWED FOR CODE COMPLIANCE APPROVED JUN182019 City of Tukwila BUILDING DIVISION L,.. . v.- 1.:t(yr 40 TER REVISION REVISED PER CITY COMMENTS REVISED PER CITY COMMENTS DATE rn la a, fa 0 0 d N p� C a C2MY C2MY ENGINEERS, LLC PO BOX 52883 BELLEVUE, WA 98015 (206) 922-9318 cmchln.c2my egma I I.com C 0_ V z L.L 0 z Q z 0 0 FILE NO: SWEET C2.0 ( IN FEET ) 1 inch = 10 ft. (H) 4 4" CONG. SLAB w/ EDGE THICKENED TO 12" L.b. 25'-0 2'r3• 4'-6" 6'-0• I I I J t 16�x 50 PATIO N 5-2 k BEE 'S' SEES FOR WEAR - WALL, HOLDDOUN, FLOOR TIE ANp ANCHOR BOLT SCHEDULES. FOOTING AT 321.0 '.' TRSI STUBBED OUT 1. -6 24" O.C. TYP. I LIES J i 4'-3" CRAWL SPACE 6 MIL BLACK 'VISQUEEN' VAPOR BARRIER OVER ENTIRE CRAWL SPACE. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. 4'-2" 4'-2" 4'-2" r o-, r -f 1 1 — , - --�-F� da J LB J L18 J L8 J L8 J 4'-3" 7 2'-9 1/2" 2'-91/2" ,-0" -2 11'-3" --1 r- IIr7 r- -4--E (, —1 0 i-—1-'11•� L18 J LI8 J L8 ,.- 4C—ADI—> 6'-2 1/4" 4'-2" 4'-8 3/8" O TT 8-2 486 WIPE x 20' THICK x 66• LONG/ L_ CONCRETE FOOTING WITH REINFORCEMENT FOR DETAIL J/S-2 (CENTER FOOTING UNDER SHEARWALL)'-4 I/2" i 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 Y" 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.) _,r BUCK OUT FOR FURN. A151 10'-10" Y M 2'-0' r—� -3 m N I FOOtING LAT r1.5-)r_ CI 14 BARS STUBBED OUT • 24" O.C. TYP. E.W. CONC. SLAB 4" CONC. SLAB - SLOPE 3" TOWARDS ON. DOORS D.S.• CONG. STEM WALL ABOVE AS NEEDED PER ENGINEER ETAILS - FOR GARAGE LRP , INSTALL ANCHOR BOLTS SIMPSON STRONGUJALL "Sew Dxs• PER MARL SPECS6� DETAIL J/S-2 AA 83 STEP FOOTING PER STRUCTRUAL ifiCErTiin Z4 - 30"x30'X8" 61 p2. FOOTING W/ pU 16" SONG TUBE 4ND ABU PO5 I 11s. L J 20' THICK x 6b' LONG FOOTING WITH i7 RE _-F'-4 I/2" ( - FOOTNGFOR UNDER DETAILSFEARWALL) J/5-2 AD an r FOOTING PER CIVIL AT 3215 19'-0" BASE Kt: — 6'-0" 25'-0" • FOUND AT ION PL 4N- 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. 1/4" a I'-o" S3 rVV 111VV sNarc1..11VIN (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. NOTES: • ALL FND. STEM WALLS TO BE 8" THICK UN.O. • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. 12' MIN. CLEARANCE UNDER FLOOR JOIST SUPPORT GIRDERS. • SOLID BLOCKING OVER SUPPORTS. • ALL FIGS. TO BEAR ON UNDISTURBED SOIL MIN. 1500 Ibe. PSF. • FOUNDATION STEEL PER ENGINEER • 4x6 POSTS TYP. • BEAM SPLICES. • ALL BEAMS TO BE 4x10 pp 4UNLESS NOTED OTHERWISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL WOOD MEMBERS IN CONTACT WITH CONCRETE, OR WITHIN 6" OF SOIL TO BE OF PRESSURE TREATED MATERIAL OR OF A SPECIES NATURALLY RESISTANT TO DECAY AND INSECTS. • ALL METAL HARDWARE CONNECTORS AND FASTENERS IN CONTACT WITH PRESSURE TREATED MATERIALS TO BE GALVANIZED (SIMILAR OR EQUAL To SIMPSON Z-MAX) EXTRA CORROSION RESISTANT. • FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4 AND IRC 32033.1 • CONCRETE BATCH TICKET OR DELIVERY RECEIPT FOR 3000 PSI CONCRETE ON SITE FOR BUILDING INSPECTOR VERIFICATION AT UNDERFLOOR INSPECTION. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 3 PERCENT OR MORE THAN 6 PERCENT PER IRC TABLE 4022. ANCHOR BOLTS, WASHERS AND SPACING PER ENG. r—� Io1 L 18J 4x4 POST ON 18"XI8"xl0" THK w/ (2)04 BEIU.CONC. PAD 4x4 POST ON 24"X24"xl0" T1-1K. w/ (3P4 BEAU. CONC. PAD ✓ -- I 4x4 POST ON 30"X30"x12" THK w/ (4)04 BEAU. CONG. PAD L _ 3J REVIEWED FOR CODE COMPLIANCE APPROVED JUN182019 City of Tukwila BUILDING DIVISION 1 I 1 I rm<I FOUNDATION PLAN FILE NO: �913 SHEET 1 OF C SEE 'a' SHEETS POR SHEAR - WALL, HOLDDOUN, MOOR TIE AND ANCHOR 1501.7 SQtDULES. 2x10 FF 02 • 16' O.C. S I[ at 0 I[ to 0 I U m 0 1 j 3' DBL ABOVE ELK OUT J at MAIN FLOOR FRAMING FLAN I/4":11-0" 2x4 STUDS • 16" On (NO POSTS OR POINT LOADS ABOVE VENTS). 1" x 15 1/4" RIM VENTS FLOOR JOISTS PER PLAN EXISTING SHEATHING BOTTOM SILL PLATE RIM JOIST MUD SILL A35F • CUT RIM JOIST (RIM TO SILL PLATE) TYP. CONCRETE FOUNDATION VENT ELEVATION SIM 2/ 3/4"r1'-0" T-20-00 CRAWL SPACE VENTILATION 54T SQ. FT. AREA • 3.65 SQ. FT. REQUIRED 150 TYP. VENT 15 4" x 15 • 51 SO. T. PER VENT" 144 VENTS REQUIRED 356 .51 OR ONE VENT MAX. 36" FROM CORNER FOR CROSS VENTILATION, PER R408. EXCEPTION a NOTE: • im USE MIN. CC 8 VENTS REVIEWED FOR CODE COMPLIANCE APPROVED 0 16 1/2" X 201/2" FRAME -OUT FOR FURNACE JUN 18 2019 WARM -AIR DUCT, MECHANICAL CONTRACTOR TO VERIFY SIZE I LOCATION. Q2 18" X 24" FRAME -OUT POR CRAWL ACCE • ALL FLOOR JOISTS TO BE PER PLAN. • ALL FLOOR JOIST TO BE BLOCKED • BEARING. • SEE FNDN. PLAN FOR BEAM SIZES. 3s. City of Tukwila BUILDING DIVISION • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL HANGERS TO BE LUS210 I LU5210-2 OR EQUIVALENT Ebl girt 14— O g °fig ss 43. -fit 411a goivf Pc- 0 3 3 q-s 9 6D 211 1 .g Ceb 161 6n rcfl4 W i UWQ 0 5 °m t- ujithb A- Phw 914 — U W FILE NO: —1913 SWEET 2 OF r 9 61 is tcr 0 FAN 16'-0" 6a(5000NC. PATIO KITCHEN 5'-91/2 S C 0 •" FURRED DOWN CLG TO 8'-0" FOR RETURN AIR 3) 2X4 � 0 1'-4 1/2" EL 331.00 GREAT R A EL 329.5 SEPERATION 12 SOLID GROUTED STEEL POLE SET IN CONC. SLAB SEISMIC STRAPS PER UPC 510.5 GARAGE SEE S SFEETS FOR SHEAR - WALL, HOLDDOJ.N, FLOOR TIE AND ANCHOR BOLT SCHEDULES. OPTIONAL FIREPLACE OPTIONAL BEAM WITH FIREPLACE I0'-6" MIN. 40" NIGH HALF WALL • CONCRETE 9-1/2 x 03 GLS 24F-V4 (3) 2X4- 16m Sm OH GAR DR 2X6 WALL AT I GAARR GEE E OF I H' CONT. 5-V2 x 12 Ida s 2411-V4 3-V2 x 10-1/2 2,4}F-V 4 (2) 2XI w0 � I WALL LINE ABOVE 329.00 -TALL SIMI'SON STRO GUALL "SSW 15x8 PER MANU. SPECS. AND DETAIL J/S-2 I6'-3" 19'-0" -t 2) 2X4 '-4 1/2" 6'-0" 25'-0" • JJ MAIN FLOOR PLAN 1/4"=1'-0" N N REVIEWED FOR CODE COMPLIANCE APPROVED JUN182019 • City of Tukwila BUILDING DIVISION NOTES: • INSULATED EXTERIOR HEADERS PER 2012 WSEC • ALL ISMS. I HDRS. TO BE 4x8 DR•2 UNLESS NOTED OTHERWISE. ALL SAWN BEAMS ASSUMED PF12 UNLESS NOTED OTHERWISE. ALL GLU LAM BEAMS ASSUMED 24F-V4 UNLESS NOTED OTHERWISE. ALL PARALLAM BEAMS ASSUMED les UNLESS NOTED OTHERWISE. • TYP. E. TO ISE 9-I' • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK: • ALL PLUMBING PENETRATIONS • CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AT 50TH CEILING AND FLOOR LEVELS • AT ALL SOFFITS, DROPPED AND COVED CEILINGS. • FIRE BLOCKING REQUIRED AT FLOOR AND CEILING BUT NOT 10 FT INTERVALS VERTICAL. NO FIRE BLOCKING REQ. AT STAIRS. • IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. • AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS AND FLUES. • ALL PENETRATIONS FROM GARAGE TO MAIN HOUSE (LIVING AREA) TO SE SEALED WITH AN APPROVED MATERIAL TO RESIST THE PASSAGE OF FLAMES AND THE PRODUCTS OF COMBUSTION. • TOP OF WINDOWS a 8'e ABOVE MAIN FLR UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 • lb" O.C. UNLESS NOTED OTHERWISE. • EXTERIOR CORNERS TO BE 2 STUD, FULLY INSULATED ASSEMBLY PER 2015 WSEC • SMOKE ALARM TO BE HOT WIRED 1 INTERCONNECTED w/ BACKUP BATTERY TYPICAL. 0 SA • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • HANDRAIL • 34" - 38" ABOVE TREAD NOSING. • GUARDRAIL AND HANDRAILS TO BE ABLE TO WITHSTAND A SINGLE POINT LOAD APPLIED IN ANY DIRECTION AT THE TOP MOST PART, OF 200 lbs CONCENTRATED AND 50 Ibe APPLIED HORIZ. TO ANY INTERMEDIATE BALLUSTERS OR INFILL COMPONENTS PER I.R.G. • DECK GUARDRAIL TO BE PT. WOOD, CEDAR, or SHOP FABRICATED WROUGHT IRON or MFD PREFAB STEEL TUBE AND T.S.G. - FIELD VERIFY w/ CONTRACTOR - OWNER • INTERMEDIATE PICKETS TO BE SPACED NO FURTHER APART SUCH THAT A SPHERE 4" IN DIAMETER CANNOT PASS THROUGH AT ANY POINT. • INSTALL FIREPLACES) PER MANUFACTURER SPECIFICATIONS. • ® DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • m DENOTES MULTIPLE CRIPPLE • HEADERS OVER 6'-0" LONG OR AT SHEAR PANEL ENDS FOR HOLD DOWNS - SEE PLANS. • 1/2" GILLS. ON HOUSE/GARAGE COMMON WALLS, ALL BEARING WALLS, POSTS, BEAMS AND CEILINGS • GARAGE CEILINGS WITH LIVING AREA ABOVE TO BE 5/8" TYPE "X" GWB TYPICAL. ( 2 LAYERS REQ'D WITH TJI'S • 24" 00. ) ALL STRUCTURAL POSTS AND BEAMS WRAPPED w/ 1/2" GWB. • 2x8 BLOCK AT 51" FOR THERMOSTAT. • VENT ALL FANS, DRYER EXHAUST TO OUTSIDE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL EXTERIOR DOOR AND WINDOW OPENINGS TO BE FLASHED TO LIMIT MOISTURE INTRUSION - SEE ELEVATION PAGES - TYPICAL • RC 3193 - FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT- TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL . STAINLESS STEEL, SILICON BRONZE OR COPPER • SHEAR WALL BOTTOM PLATE NAILING AND ALL NAILING AT PRESSURE TREATED PLATE/MEMBERS SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STELL NAILS PER IRC 3193. • 5053 OUTDOOR LIGHTING: REQUIRES HIGH EFFICIENCY LIGHTING OR CONTROLS FOR ALL PORCH LIGHTING. AS AN EXCEPTION TO THE HIGH EFFICIENCY LUMINAIRE, A MOTION SENSOR AND PHOTO DAYLIGHT CONTROL MAY BE USED. • R315 CARBON MONOXIDE DETECTORS OUTSIDE SLEEPING AREAS (ATTACHED GARAGES AND/OR FUEL FIRED EQUIPMENT) Q CMD • R302J1.V. GARAGE MEMBRANE PENETRATION PROTECTION FOR 90% GAS FURNACE PVC VENTS • ADDRESS NUtERB 4' HEIGHT V2 STR01O CONTRASTING BACW4 t�C • R3II3.1 FLOOR ELEVATIONS AT TIE REQUIRED EGRESS DOORS THE EXTERIOR LANDING OR BOOR SHALL NOT BE MORE THAN 1-3/4 INCHES BELOW TIE TOP OF TIE THRESHOLD. • DECK LATERAL LOAD CON!l0T10N8 NOT LESS THAN 2 LOCATIONS MNIMMUM 1,800 POUND CAPACITY • R30L2.ID ENGINEER OF RECORD MUST ADDRESS SITES WITHIN TOPOGRAPHIC WIND SPEED-UP AREAS HIGH EFFICIENCY WATER HEATER PER WSEC SEE SHEET EC2 WITH 0.5 CREDIT 5a IGNITION SOURCE AND HEATING ELEMENTS TO BE MIN. I8" ABOVE FINISHED FLOOR. HIGH EFFICIENCY HVAC EQUIPMENT MIN. ARE OF 94 PERCENT. PER WSEC SEE SHEET EC2 WITH 10 CREDITS 3a BATH FAN MIN. 50 CFM PER MI501.4 KITCHEN MIN. 100 CFM. A LISTED HOOD IS REQUIRED PER IRC M1501.4 1 M1503 MAXIMULM 400 CFM STAMARD gBUIILLDDING ENVEL CREDIT REdlli p FatigiDOWS 3a HIGH EFFCI 91B4CY HNAGR 2CREDWN I 1..OL� ggg� ���N0D 9a V IID-CtPM CI6OS y COMPI-IANCE 5A5E IN SECTION RA02JA INTERMITTENTLY OPERATING VENTILATION SYSTEM SHALL HAVE THE MINIMUM FLOWS FROM TABLE M150133(I) (3) BEDROOMS 45 CFM I8" x 24" CRAWL SPACE ACCESS PER IRC R403.4 22" X 30" ATTIC ACCESS b VERIFY WI OWNER 0-CLEARANCE WOOD BURNING OR DIRECT VENT GAS / MFD METAL FIREPLACE, INSTALL PER MANUFACTURERS SPEC, PREFAB. F.P. TO BEAR THE STAMP OF AN APPROVED TESTING LAB. PROVIDE 6" OUTSIDE AIR DUCT FOR 0-CLEARANCE F/P ONLY. HEARTH PER BUILDER/OWNER SA TAIR ILLUMINATION PER 303.1 AND 30313 POOR BETWEEN HOUSE I GARAGE or HEATED 1 UN -HEATED SPACE TO BE MIN. 1-3/8" SOLID WOOD OR STEEL DOOR OR A 20-MINUTE FIRE -RATED DOOR, WEATHER STRIPPED AND SELF CLOSING. (10\ PROVIDE MINIMUM 36" LANDING IN DIRECTION OF TRAVEL / NO MORE THAN I-1/2" BELOW DOOR THESHOLD TYPICAL, NA WALL TO BE CONTINUOUSLY FRAMED W/2X6 IIF NO 2 AT 16" OC FROM MAIN FLOOR BOTTOM PLATES TO UPPER LEVEL TOP PLATES GARAGE FIRE SEPARATION - PER IRC TABLE R3023, STRUCTURE(S) SUPPORTING FLOOR/CEILING ASSEMBLIES CIE. POSTS AND GIRDER) SHALL BE PROVIDED WITH PROTECTION (NOT LESS THAN 1/2" GYSPSUM BOARD OR EQUIVALENT). PLUMBING NOTES: AREA SUMMARY: • IA al n r r z 4 0- 0 0 z 4 E FILE NO: 7913 SWEET • LIMIT KITCHEN SINK FLOW TO GPM PER WSEC CREDITS • LIMIT SHOWER FLOW GPM. PER WSEC CREDITS • LIMIT LAVATORY FLOW GPM. PER WSEC CREDITS MAIN FLOOR • 543 SQ. FT. UPPER FLOOR • 884 SQ. FT. TOTAL GARDGF • 1421 SQ. FT. • 366 SQ. FT. 3 OF • SEE 'B' SWEETS FOR SHEAR - WALL, HOLDDOWN, FLOOR TIE AND ANCHOR DOLT BC+EDULES. 2XI2 AT IC," OC UPPER FLOOR FRAMING PLAN 1/4 :11-0' REVIEWED FOR CODE COMPLIANCE APPROVED JUN182019 City of Tukwila BUILDING DIVISION NOTES: • ALL JOISTS TO BE PER PLAN. • 3/4" TICS PLYWOOD SUBFLOOR - GLUE I NAIL, BLOCK • ALL UNSUPPORTED EDGES. • SOLID BLOCKING • BEARING POINTS. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • USE MIN. R-38 INSULATION AT JOIST BELOW HEATED FLOOR AREA OVER GARAGE. • JOIST HANGERS TO BE SIMPSON LUS FOR 2x JOISTS OR EQUIV. • COLUMNS AT HEADERS AND BEAMS TO BE /2) 2x STUDS UN.O. UPPER FLOOR FRAMING PLAN FILE NO: 1913 SWEET \ - INDICATES SWEAR WALL BEE SWEET 81-0 SEE MAIN FLOOR PLAN FOR HEADER 812E8 4 OF SEE 'S' SHEETS FOR SHEAR - WALL, HOLDDOON, FLOOR TIE AND ANCHOR BOLT SCHEDULES. 25'-0" 14'-1" 3'-6" 6'-11" 1'-4 1/2" 1'-2 1/2" 24" VENTS EGRESS 8e<6 xox ✓ x 0 e m JP 3'-5" 3'-6" 5°46 XO TSG (2) 2X6-Taal S 5A rt1 MST BD CARPET • 4 TSG 26 '-3 1/ FAN 5 AN 1'-5" M ✓ SA/CMOD m 5AN 'N R HS __ rr ��r YER I SNEI2II v. A.S.I CL-4;j0LF'a1- SIP 5 3'-51P2" I 6'-2 1/2" k---GUARD RAIL FC ,7 IOx I FLUE SIP J BD 3 5°4e X0 EGRESS 5'-1" 5'-I" °5 DBL WALL FOR RA. 5A 2 C SIP m 51-0" TUB/SHOWER us 26 5; 9" 3AT+{ An[ $D2 1 -HI-- CARPET 2°2°CAS (2) 2X6 (2) 2X6 (2) 2X6 5'-5" 4°• ° XO EGRESS 2'-1" I 6--I EL 10'-2" I'-5 1/4" 2'-2 3/4" 101-10" 4'-0" 25'-0" UPPER FLOOR PLAN 1/4" =1'-0" TUBS 4 S1"IOUERS: • FIREBLOCK BETWEEN STUDS. • LIMIT SHOWER FLOW G.P.M. PER WSEC CREDITS • WALLS SHALL BE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET. • ALL GLAZING INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET TO BE SAFETY GLASS. • INSULATION BEHIND F/G TUB I SNLLR UNITS NOT TO EXCEED FLAME C.rRCAD RATING OF 25 4 A SMOKE DENSITY OF 450 SEE UBC. STANDARD 8-1 AND UBC. SECTION 1013, AND UBC. SEC. 1082.1 • WATERPROOF G.W.B. AT TUBS AND SHOWERS PER U.B.C. 2512. NOT TO BE INSTALLED OVER A VAPOR BARRIER ( PvA PAINT REQUIRED AT TUB 4 SHOWER SURROUND ) • ALL SHOWER AND TUB UNITS TO BE MANFACTERD FIBERGLASS UNITS UNLESS NOTED OTHERWISE. SITE BUILT SHOWER RECEPTORS SHALL BE TESTED FOR WATERTIGHTNESS PER UPC 412)3.1 NOTES: • ALL EMS. / NDRS. TO BE 4x0 DP62 UNLESS NOTED OTHERWISE. ALL BEAMS ASSUMED DP3 UNLESS NOTED OTHERWISE. • TYP. E. TO BE 8'-I VS' • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AT BOTH CIELING AND FLOOR' LEVELS AND AT TEN FOOT (10'-0") INTERVALS BOTH VERTICAL AND HORIZONTAL. AT ALL SOFFITS, DROPPED AND COVED CEILINGS. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF RUN AND BETWEEN STUDS ALONG AND IN LINE WITH THE RUN OF STAIRS AT UN FINISHED SPACES BELOW STAIRS. IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS AND FLUES. • TOP OF WINDOWS • b'-I®• ABOVE MAIN FLR UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 • IS" CC. UNLESS NOTED OTHERWISE. • 054 SMOKE ALARMS TO BE HOT WIRED I INTERCONNECTED w/ BACKUP BATTERY TYPICAL. • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • R3I5 CAR SON MONOXIDE DETECTORS OUTSIDE SLEEPINl3 AREAS (ATTACHED GARAGES AND/OR FUEL FIRED EQUIPMENT) 0 CMD • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" GJUB. • HANDRAIL • 34" - 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(5) PER MANUFACTURER SPECIFIACTION._ REVIEWED FOR • MI DENOTES SOLID BEARING UNDER CONCENTRATED LOAD USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS REVIEWED COMPLIANCE NOTED OTHERWISE. APPROVED • VENT ALL FANSpRYER EXHAUST TO OUTSIDE • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. 22" x 30" MIN. ATTIC ACCESS JUN 18 2019 City of Tukwila BUILDING DIVISION LOCAL EXHAUST FAN MIN. 50 CFM, SEE SHEET ECI MI501.4 CONDENSED EXHAUST TO OUTSIDE STAIR ILLUMINATION PER R303.6 13036.1 SEE LIGHTING PER ECI NA BMT OF WINDOW MIN. 48" TO FLOOR AT STAIRS OR TSG, BEDROOM EMERGENCY ESCAPE (EGRESS) WINDOW PER R310.I C-) THIS PROJECT IS ELECTRIC IF DRYER IS FUEL -BURNING 6 PROVIDE COMBUSTION AIR IN ACCORDANCE WITH IRC MI101 OPTIONAL LOUVERED DOORS VS FAN UPPER FLOOR PLAN PILE NO: -1913 SWEET OF OPTIONAL BLOCKING IF LESS THAN 5' FROM PROP. LINE - SOLID BLOCK, CUT TO FIT TIGHT AGAINST TOP PLATE AND SHEATHING w/ (4) ad NAILS EACH BLOCK. NO VENTS ALLOWED IN BLOCK - 2015 IRC - TABLE R302.1 (a) TYPICAL ALUM GUTTER STANDARD VENT BLOCK IF MORE THAN 5' FROM PROP. LINE I" AIR SPACE w/ CARDBOARD INSUL BAFFLE EXTEND 24" ABOVE INSULATION OPTIONAL VENTING IF LESS THAN 5' FROM PROP. LINE- COR-A-VENT BRAND IN -VENT" ROOF INTAKE VENT STRIP 36" FROM EDGE OF EAVE 10 SQ IN/ FT -f SIDING, SHEATHING AND NAILING PER TYP. WALL DETAIL 2' TO 5' FROM PROPERTY LINE TTP. ROOF CONST. PER DETAILS 1 i 7 f MIN. 49 5/8" GWB AT CEILINGS SIMPSON 14-I TIES AT EACH TRUSS (2) 2x6 TOP PLATES 1/2" GWB AT INTERIOR WALLS R-21 INSULATION SEE 200S WSEC - SWEET ECI 1 TRUSS AND EAVE DETAIL 3/4" =1' _m" 2015 IRC R302.1 (a) LESS THAN 5' FROM PROPERTY LINE OPTIONAL FIRE RESISTANCE IF LESS THAN 5' FROM PROP. LINE - ROOF EAVE FIRE -RESISTANCE RATING AT 0 ON THE UNDERSIDE PROVIDED THERE ARE NO GABLE VENT OPENINGS. IRC R302.1 (b) r BARGE BOARD TRIM PER PLAN 2x4 BARGE RAFTER OVERHANG PER PLAN k 1 ROOFING PER ELEVATIONS OVER 30 FELT OVER 1/16" APA RATED 24/6 058 SHEATHING r--3 11. DRYWALL NAILER4 DBL. TOP PLATE ---------- //////VVVVVV R-21 BATT INSULATION EXCEPT AT GARAGE SIDING, SHEATHING AND NAILING PER TYPICAL WALL — DETAIL MANUF. GABLE ENiP TRUSS MANUF. TRUSSES .AT 24" O.C. `R-49 BATT OR BLOWN INSUL SEE 200E WSEC - SHEET ECI STUDS AT 16" O.G. I/2" GWB AT WALLS GAELE END DETAIL 3/4"=1'-0" 2015 IRC R3021 (b) LESS THAN 5' FROM PROPERTY LINE 12" OH TYP. D.5.c DRAG TRUSS WITH 2,100 LB! HORIZONTAL LOAD. ATTACH TRUSS TO SHEARUALL PER DETAIL C/S-I OFT LESS THAN 5' (4) 10'-2" COMMONS 24" O.C. fl•i& etE 25'-0" AF-50 ROOF VENTS TYPICAL 25'-0" HIP TRUSS 25'-0" SPECIAL HIP a O 0 nsr PcW BIDING:.... (9) 25 -011 COMMONS AT 24" O.G. 1 ❑ Vb. TiROOF BELOW I 1 10`-2" GE BLK FOR 5 C� ING 0 10'-2" C I9' 6'-3 8EE 'S' SHEETS FOR SHEAR - WALL, HOLDDOWN, FLOOR TIE AND ANCHOR BOLT SCI-EGLES. F to I- J N 0 /2" GE 6'-3 I/2" JP.S. OPT LE88 THAN 5' 2x8 RAFTERS m 24" O.G. w/ 2x6 CLG JOIST BELOW OFT LESS THAN 5' NO IN -VENT REG { 2) 6'-3 1/2" COMMON OS CANT BEAM 12" ROOF FRAMING PLAN 5 I/4" =1'-OII REVIEWED FOR CODE COMPLIANCE APPROVED JUN182019 City of Tukwila BUILDING DIVISION NOTES: • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANGS TO BE 12• UNLESS OTHERWISE NOTED. • SEE ELEVATIONS FOR ROOF PITCHES. • SKYLIGHTS ON 2x6 CURB - SAFETY GLASS • TRUSSES 4 RAFTERS SHALL BE Is 24" O.G. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • DETAIL FOR I -HOUR FIRE -RESISTIVE CONSTRUCTION FOR THE UNDERSIDE OF EAVES WITHIN 2 - 5 FEET OF PROPERLY LINES OR PROVIDE THE FOLLOWING (A) PROVIDE SOLID MOCKING FROM THE WALL TOP PLATE TO THE UNDERSIDE CF THE ROOF SHEATHING (NO EAVE VENTS) (B) NO GABLE END VENTS ARE INSTALLED (C) A DETAIL SHOWING OTHER METHODS FOR ATTIC VENTING TRUSS NOTES: • TRUSSES WITH A CLEAR RECTANGULAR SPACE OF 24" WIDE 4 42" HIGH BETWEEN CHORD MEMBERS MUST BE DESIGNED AS "LIMITED ATTIC STORAGE" WITH 20 PSF LIVE LOAD ON BOTTOM CHORD. R3015. • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURES SPECIFICATIONS. SEE DETAIL Z/S-3 FOR RECOMMENDED TRUSS BRACNG. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) A5 WELL AS MANUFACTURING PLANT'S NAME/ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFICATION. INFORMATION BRANDED, MARKED, OR OTHERWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING. • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART Of THE WHOLE BUILDING. ROOF TRUSSES SHALL HAvE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTATION AND LATERAL DISPLACtI ItNT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE. VENTILATION REQUIREMENTS ATTIC SPACE VENTILATION PER IRC R806. ALL ATTICS SHALL BE PROVIDED WITH VENTILATION AT A RATE OF ONE SQUARE FOOT PER EACH 150 FEET OF ATTIC SPACE. THIS MAY BE REDUCED TO I TO 300 PROVIDED THAT 40 TO 50% IS WITHIN 3FT OF THE RIDGE VERTICALLY AND 50 TO 60% IS AT THE EAVES. • (BIRD BLOCKING W/(3) 2" DIA. SCREENED VENTS • 0492 SQ. FT. PER BLOCK • *EVERY EAVE BLOCK TO BE VENTED EAVE MORE THAN 5' FROM PROP. LINE • EALIIAF.50RxFAM"(WM05G JJ• 211SF. 144 • vENTILATION• A (SF.) SF REQ'D (300) • GABLE VENTS (TOTAL 91 NU (®.T5) SF (144) ATTIC VENTILATION REQUIRED NI. KM LOCATION GROSS AREA (SF) (A/300) MIN. REQ'D. VENT (SF) (AX3001/2 50 % REQ'D AT EAVE (AX300)/2 50 % REQ'D 36" AB. EAVE UPPER ROOF 931 3.10 SF 155 5F 155 SF GARAGE/PORCH 19 26 SF J32 SF J32 SF 3' ABOVE EAVES VENTILATION PROVIDED (MIHL 50% OF REQt) LOCATION ROOF VENTS AT 211 SF. EA. GABLE VENTS 15% EFFICIENT PROVIDED UPPER ROOF (6) • 1.66 0 Ib6 SF> 155 SF GARAGE/POI-20 I (2) • 55 0 55 SF >.132 SF 110RE THAN 5'-0• FROM PROPERTY LSE EAVES VENTILATION PROVIDED (FIN, 1308 OF REQ'DJ EAVES VENTILATION PROVIDED (MIN. bat OF REQ'D.) LOCATION METAL VENT AT .43 SF. EA BIRD BLOCKING AT 05 PER 3 HOLES PROVIDED UPPER ROOF 0 (38) • 1.9 1.9 SF ) 155 SF GARAGE/PORCH 0 (4) • 2 2 SF >.132 5F LESS THAN 5'-0 FROM PROPERTY LINE EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'DJ EAVES VENTILATION PROVIDED (MN. 50% OF REQ'DJ LOCATION REQ. SF (A/3001/2 REQ. LF OF IN -VENT REQ A X IS • LF UPPER ROOF 931 156 SF 280 LF MIN GARAGE/PORCH 0 (4) • 2 2 SF >132 SF RIDGE VENT CORAVENT ( v-600 ) RIDGE VENT PROVIDES 20sq In. NET FREE AREA PER LINEAL FOOT OF VENTED RIDGE LINE ( 0.14 SQ. FT ) EVERT 2 LIN FT OF V-600 1 AF-50 ROOF VENT ROOFTOP INTAKE IN -VENT ( V-3000 ) ON THE ROOFTOP INTAKE VENTILATION PRODUCT VENT PROVIDES 10 SQ IN. NET FREE AREA PER LINEAL FOOT CONVERT SF REQ. TO LF OF VENT • (125 SAFETY FACTOR X 144) / 10 • 18 LF/SF UPPER ROOF 155 SF/2 • 18 SF LEFT AND RIGHT ROOF 18 SF X 18 LF/SF • 14 LF OF IN -VENT ct� U® LL z o Lu gig el d1 _ ilk LU cS) 4 21 4 EltscrE 3°t 3 sgVVVob Ysv 123 == tl1.6465 • • mFP ah f ii, 81 85 v iit3 013 In j 213 n01 4 0_ 0 4 iF- FILE NO: 1913 SWEET OF E3 UPPER FLR PLATE FIN. UPPER FLR COMPOSITION ROOFING MAIN FLR PLATE EXISTING GRADE MF 33100 BEVEL HORIZ SIDING n UPPER FLR PLATE AVER GRADE EL 329.00 EXISTING GRADE 332.00 FINISHED GRADE WEST/LEFT ELEVATION 1/4IN = 11-m" Ix3/Ix4 CORNER TRIM 6.10 CORBELS GARAGE SLAB EL 329.00 1 1 \RISTING 3307,27 COMPOSITION ROOFING HORIZONTAL SIDING Ix3/Ix4 CORDER TRIM -- FIN. UPPER FLR MAIN FLR PLATE MF 33100 WALL SHEATHING CAS OCCURS) VERIFY SHEATHING EDGES FLUSH ul/ FRAME OPENING PER MFR DETAILS EXTEND SILL FLASHING HORIZONTALLY TO PROJECT BEYOND VERTICAL JAMB FLASHING TO BE APPLIED LATER (FRAMER) APPLY SILL FLASHING HORIZONTALLY BELOW THE SILL. FASTEN TO TOP EDGE OF THE SILL BASHING TO THE FRAMING. BUT DO NOT FASTEN THE LOWER EDGE, SO THAT BUILDING PAPER MAY BE PLACED UP I UNDER AT A LATER PATE. WINDOW/DOOR FLASHING STEP 1 (SIDING INSTALLER) R WINDOW IS IN PACE, APPLY JAMB FLASHING OVER WINDOW FLANGE AND LAP DOWN BEYOND SILL FLASHING AND UP ABOVE WINDOW. APPLY AND FASTEN LEAD FLASNIIG ABOVE WINDOW AND EXTEND ENDS BEYOND JAM( PLASHING. TYPICAL FLASHING WIDTH OF 8" WINDOW/DOOR FLASHING STEP 2 AVER GRADE EL 329.00 EXISTING GRADE 16" SONE TUBE OM 30"x30"x8" I FOOTING W/ ABU PER POSAB//53 I _ N- FOOTING EL • 3215 I2 6r BEVEL HORIZ. SIDING 2X10 TRIM +t------41 ---------- FOOTING EL::32?1� $AT GARAGE SEE CIVIL ENGINEERS SITE PLAN 11 11 II II = EXISTING 328,00 FOOTING EL• 321.5 REQUIRED SEE CIVIL ENGINEERS SITE PLAN EAST/RIGHT ELEVATION 1/4II =1' -0" FINISHED GRADE EXISTING 32950 L 1:-0": FOOTING EL• 320.0 SEE CIVIL ENGINEERS SITE PLAN SHINGLE SIDING 12 2X10 TIC CEDAR FINISHED GRADE AVER GRADE EL 329.00 EXISTING GRADE 329-11-73 COMPOSITION OFFNG MIN EL 321.0 PER CIVIL SOUT1-I/FRoNT ELEVATION 1/4II = 1' -0' MID -POINT HIGHEST RIDGE AND UPPER PL. in n 12 UPPER FLR PLATE Ix3/1x4 CORNER TRIM - FIN. UPPER FLR MAIN FLR PLATE 6' MF EL 331.00 — AVER GRADE EL 329.00 12 UPPER FLR PLATE J E lx3/Ix4 CORDER TRIM UPPER FLOOR MAIN FLR PLATE xI0 CORBELS HORIZONTAL SIDING MF. EL 331.00 23'-6 5/8 AVER GRADE EL 329.00 I CULTURED STONE VENEER MASTIK APPLIED AS PER MANU. SPECS. In 16" SONE TUBE OM 30"x30"x8' J PPOST BASE ABU C _ 7 PER AB/S3 FOOTING EL• 3215 r \ / \ I \ / \ / \ / \ / X X X / \ / \ / \ A TSG \ TSG / \ / \ / \/ \ / X \ / /\ \/ /A. /\ /\ / \ / \ / \ I , ------r-- -_ a'--," FOOTING EL• 320.0 SEE CIVIL ENGINEERS h NOTES • HOUSE NUMBERS OR ADDRESS TO BE POSTED AND PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE DWELLING. 4" HEIGHT / 1/2" STROKE • PROVIDE GALV. SHEET METAL FLASHING 4 COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEYS. FINISHED GRADE MIN EL 321.0 PER CIVIL 12 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 City of Tukwila BUILDING DIVISION AVER. GRADE EL 329,00 EXISTING 330 NORTH-I/REAR ELEVATION STEP FOOTING REQUIRED BY STRUCTURAL • CAULK AT ALL JOINTS 4 PENETRATIONS IN EXTERIOR WALLS. • ADJACENT GROUND SURFACE SHALL BE SLOPED AWAY FROM THE STRUCTURE WITH A GRADIENT OF AT LEAST I/2" PER FOOT FOR A DISTANCE OF 6'-0" OR MORE WITH A MAXIMUM 2:1 ALL SLOPES. PROVISIONS SHALL BE MADE TO PREVENT ACCUMULATION OF SURFACE WATER. • R311.43 THE FLOOR OR LANDING AT THE EXIT DOOR SHALL NOT BE MORE THAN 1 1/2" LOWER THAN THE TOP OF THE THRESHOLD. • GUARDRAIL AND HANDRAILS TO BE ABLE TO WITHSTAND A SINGLE POINT LOAD APPLIED IN ANT DIRECTION AT THE TOP MOST PART, OF 200 lb. CONCENTRATED AND 50 lbs. APPLIED I-4ORIZ. TO ANY INTERMEDIATE BALUSTERS OR INFILL COMPONENTS PER IRC. 1/4ll=11 CII • IF 3 OR MORE STEPS DOU. N TO GRADE ARE REQUIRED AND / OR FINISHED PORCH HEIGHT IS GREATER THAN 30" ABOVE FINISHED GRADE - PROVIDE GUARD RAIL. • LANDING SURFACE • DOORS TO BE NO MORE THAN I-I/2' BELOW DOOR THRESHOLD AND PROVIDE A MIN. RUN DISTANCE OF 36" IN FRONT OF DOOR. • 5053 OUTDOOR LIGHTING: REQUIRES HIGH EFFICIENCY LIGHTING OR CONTROLS FOR ALL PORCH LIGHTING. AS Al EXCEPTION TO THE HIGH EFFICIENCY LUMINAIRE, A MOTION SENSOR AND PHOTO DAYLIGHT CONTROL MAY BE USED. • 2012 IRC R312 IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW 15 LOCATED MORE THAN 12" ABV. THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING SHALL SE A MINIMUM OF 24" ABV. THE FINISHED FLR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. GLAZING BETUUEEN THE FLR AND 24" SHALL BE FIXED OR HAVE OPENINGS THROUGH WHICH A 4" DIA. SPHERE CANNOT PASS. w ) ELEVATIONS FILE NO: 1913 SHEET OF 24'-10 3/0" IF OPEN RAIL IS USED OPENINGS SHALL HAVE INTERMEDIATE RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4" IN DIA. CANNOT PASS THROUGH. MAXIMUM RIDGE urrER FLR E. 10 UPPER FLOOR MAIN FLR B. Le- C C C C C C MF EL 331.0 m O m 2X4 NAILE MF EL 229.0 V BD 3 is a ROOFING ASSEMBLIES: 30 YEAR COMPOSTION ON 30 LB ASPHALT FELT ON r_1/16 055 ROOF SHEATHING. R-4° INSUL MANUFAC - TRUSSES • 2 ATION RED 4" O.G. a GARAGE W SLOPE SLAB TO OH DOOR 1/2" HIGH DENSITY GWB OR 5/8" G.W.B. TYP ON CEILINGS • TRUSSES MST BD 3/4" TIG PLYWOOD -SUBFLOOR 1- A BUILDING SECTION 8 1/4u _ I'-0" 11/4" TO 2" CONT. HANDRAIL 34" TO 38" ABOVE NOSING NOSING EXTENDS 11/4" MAX. 3/4" MIN. %" TYPE 'X' G.1115. m AREA BENEATH STAIRS 2X FIREBLOCKING TOP 4 BTM. OF RUN *FIREBLKG. REQ'D. ALONG STRINGER BETWEEN EA. STUD (3) 2X12 STAIR JACKS NOTES: • RISER HEIGHTS t TREAD RUNS NOT TO VARY MORE THAN 3/8" WITHIN ANY FLIGHT OF STAIRS. • IF STRINGER SPACING 15 GREATER THAN lb" O.C. PROVIDE (2) LAYERS OF TYPE 'X' G.W.B. UNDER STAIRS. 2X4 THRUST BLOCK N r-N rm r-m ✓ v v v v 24" 22 I/2" X 30" MIN ROUGH OPENING v \ JOIST PER PLAN' 90° FELT UNDER ALL POSTS N TRUSS TOP CHORD 2 X 10 R-49 BLOWN -IN TYP. r' emem rmem v 5/8" WHEN _ FRAMING AT 24" O.G. FINISH EDGE U BEAD TRUSSES OVERHANG 3/8" TO MAX. 1(2" I61 ATTIC ACCESS DETAIL NERVASTRAL BELOW DOOR THRESHOLD SEE FN FOR STEEL 1-20-92 1-13-05 / BLK AT BEARING 3/4" TIG PLYWOOD SUEFLOOR FLOOR JSTS. �������� PER PLAN I 1N IfitSt 8/1/WS/SnrA_ R-30 INSUL. lj Ii 6 MIL BLACK VAPOR BARRIER PANEL BOx (2) 2 x 8 - 1 AT EACH SIDE 2 x PRESSURE TREATED SILL wi 5/8" ANCHOR BOLTS 2 x 4 STUDS AT16"O.G. 2x8 SECTION 2 1/4' CLEAR PLAN WALL ASSEMBLIES: CERTAINTEED HORIZONTAL BEVEL SIDING OR EQUAL ON TYVEK HOUSE WRAP OR EQUAL ON 1/16" 06B SHEATHING ON 2x6 STUDS AT 16" OC WITH R-21 INSULATION �TRT'D MUD SILL w/ ANCHOR BOLTS PER ENGINEER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 City of Tukwila BUILDING DIVISION 2x FIRE BLOCK AT TOP 4 BOTTOM OF PANEL FRAMING NOTCH TOP OF 2 x 8 3 I/2" x 3" FOR DBL. TOP PLATES BEVEL SIDING I x 2 TRIM METER CAN 2 x 4 STUDS BEVEL SIDING SHEATHING EXTE R I OR PANEL BOX INTERIOR �® tit OCart41(4 16 P co to CI °MN 4/ 114g m C t 4 FILE NO: -1'313 SHEET II STAIR SECTION DETAIL %4"=I'-0" PER IRC 2012 6-I1-15 ENTRY DETAIL \ PJ 34" I'-0" 12-4-92 5-29-96 ELECTRICAL METER FRAMING S OF 2015 IECC / WA STATE CODE REQUIREMENTS - 2015 IRC / IMC WA STATE REQUIREMENTS IECC I WA STATE R401.3 CERTIFICATE A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A WALL IN THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE THE BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT THE VISIBIUTY OF THE CIRCUIT DIRECTORY LABEL SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON THE BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA. THE CERTIFICATE SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL LIST "GAS -FIRED UNVENTED ROOM HEATER," "ELECTRIC FURNACE" OR "BASEBOARD ELECTRIC HEATER," AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE USTED FOR GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. R402.1.1 INSULATION AND FENESTRATION CRITERIA THE BUILDING THERMAL ENVELOP SHALL MEET THE REQUIREMENTS OF TABLE R402.1.1 BASED ON THE CLIMATE ZONE SPECIFIED IN CHAPTER 3. TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS MIN. BY COMPONENT SEE SHEET EC2 FOR TARGETED EFFICIENT FOR THIS PROJECT CLIMATE ZONE 5 AND MARINE 4 FENESTRATION U-FACTORb 0.30 SKYUGHTb U-FACTOR 0.50 GLAZED FENESTRATION SHGCb'' NR CEIUNG R-VALUE k 49 WOOD FRAME WALL° .` I' R-VALUE 21 int MASS WALL R-VALUE I 21/21 FLOOR R-VALUE 30 BELOW GRADE ° m WALL R-VALUE 10/15/21 int + TB 10, 2 ft SLAB.' R-VALUE & DEPTH * REFERENCE CASE 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 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. EXCEPTION: SKYLIGHTS MAY BE EXCLUDED FROM GLAZED FENESTRATION SHGC REQUIREMENTS IN CLIMATE ZONES 1 THROUGH 3 WHERE THE SHGC FOR SUCH SKYLIGHTS DOES NOT EXCEED 0.30. c. "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 PLUS R-5 CONTINUOUS INSULATION ON THE INTERIOR OR EXTERIOR OF THE WALL. "10/15/21 + TB" SHALL BE PERMITTED TO BE MET WITH R-13 CAVITY INSULATION ON 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. i. THE SECOND R-VAULE APPLIES WHEN MORE THAN HALF THE INSULATION IS ON THE INTERIOR OF THE MASS WALL. j. RESERVED. k. FOR SINGLE RAFTER -OR JOIST -VAULTED CELINGS, THE INSULATION MAY BE REDUCED TO R-381. n. LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 3.5 INCHES ARE EXEMPT FROM THE INSULATION REQUIREMENT. R402.2.3 EAVE BAFFLE FOR AIR PERMEABLE INSULATIONS IN VENTED ATTICS, A BAFFLE SHALL BE INSTALLED ADJACENT TO SOFFIT AND EAVE VENTS. BAFFLES SHALL MAINTAIN AN OPENING EQUAL OR GREATER THAN THE SIZE OF THE VENT. THE BAFFLE SHALL EXTEND OVER THE TOP OF THE ATTIC INSULATION. THE BAFFLE SHALL BE PERMITTED TO BE ANY SOLID MATERIAL. WSEC R402.2.3 R403.3.1 INSULATION (PRESCRIPTIVE). SUPPLY AND RETURN DUCTS IN ATTICS SHALL BE INSULATE TO A MINIMUM OF R-8 WHERE 3 INCHES (76mm) IN DIAMETER AND GREATER AND R-6 WHERE LESS THAN 3 INCHES (76mm) IN DIAMETER. SUPPLY AND RETURN DUCTS IN OTHER PORTIONS OF THE BUILDING SHALL BE INSULATED TO A MINIMUM OF R-6 WHERE 3 INCHES (76mm) IN DIAMETER OR GREATER AND R-4.2 WHERE LESS THAN 3" (76mm) IN DIAMETER. EXCEPTION: DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING THERMAL ENVELOP. IECC/WA STATE R403.3.1. R403.3 DUCTS DUCTS AND AIR HANDLERS SHALL BE IN ACCORDANCE WITH SECTIONS R403.3.1 THROUGH R403.3.5. R403.7 EQUIPMENT SIZING AND EFFICIENCY RATING HEATING AND COOLING EQUIPMENT SHALL BE SIZED IN ACCORDANCE WITH ACCA MANUAL S BASED ON BUILDING LOADS CALCULATED IN ACCORDANCE WITH ACCA MANUAL J OR OTHER APPROVED HEATING AND COOLING CALCULATION METHODOLOGIES. SIZING CALCULATIONS SHALL BE AVAILABLE AT THE JOB SITE AND PROVIDED TO THE COUNTY BUILDING INSPECTOR FURNACE PROPOSED HEATING SYSTEM: HEATING SYSTEM TYPE: MAKE: MODEL: SYSTEM EFFICIENCY: MODIFIED EFFICIENCY: HEATING LOAD (AT 44' F DT): SYSTEM SIZE: MAXIMUM SIZE @ 150%: FORCED AIR UNIT GAS PER PLAT SPEC'S PER PLAT SPEC'S 94% AFUE T.B.D. T.B.D. T.B.D. IMC 403.3.2.3 LOCAL EXHAUST LOCAL EXHAUST SYSTEMS SHALL BE PROVIDED IN KITCHENS, BATHROOMS AND TOILET ROOMS AND SHALL HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIRFLOW RATE DETERMINED IN ACCORDANCE WITH TABLE 403.3.2.3. IMC TABLE 403.3.2.3. MINIMUM REQUIRED LOCAL EXHAUST RATES FOR GROUP R-2, R-3, AND R-4 OCCUPANCIES AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfm INTERMITTENT OR 25 cfm CONT. BATHROOMS -TOILET ROOMS MECHANICAL EXHAUST CAPACITY OF 50 cfm INTERMITTENT OR 20 cfm CONT. IECC / WA STATE CODE R403.6 MECHANICAL VENTILATION (MANDATORY) THE BUILDING SHALL BE PROVIDED WITH VENTILATION THAT MEETS THE REQUIREMENTS OF THE INTERNATIONAL RESIDENTIAL CODE OR INTERNATIONAL MECHANICAL CODE, AS APPLICABLE, OR WITH OTHER APPROVED MEANS OF VENTILATION. OUTDOOR AIR INTAKES AND EXHAUSTS SHALL HAVE AUTOMATIC OR GRAVITY DAMPERS THAT CLOSE WHEN THE VENTILATION SYSTEM IS NOT OPERATING. R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY: MECHANICAL VENTILATION SYSTEM FANS SHALL MEET THE EFFICACY REQUIREMENTS OF TABLE R403.6.1. EXCEPTION: WHERE MECHANICAL VENTILATION FANS ARE INTEGRAL TO TESTED AND LISTED HVAC EQUIPMENT, THEY SHALL BE POWERED BY AN ELECTRONICALLY COMMUTATED MOTOR. IMC TABLE 403.6.1 MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIR FLOW RATE MINIMUM (CFM) MINIMUM EFFICACY (CFM/WATT) AIR FLOW RATE MAXIMUM (CFM) RANGE HOOD IN LINE FAN ANY ANY 2.8 CFM/WATT 2.8 CFM/WATT ANY ANY BATHROOM, UTILITY ROOM BATHROOM, UTILITY ROOM 10 90 1.4 CFM/WATT 2.8 CFM/WATT <90 ANY WHOLE HOUSE VENTILATION TO BE PROVIDED BY INTERMITTENT WHOLE HOUSE FAN FOR VENTILATION CAPACITY. 2015 INTERNATIONAL RESIDENTIAL CODE TABLE M1507.3.3(1) (CONTINUOUSLY OPERATING SYSTEMS) MINIMUM VENILATION RATES FOR DWELLINGS FOUR STORIES OR LESS, Q, NUMBER OF BEDROOMS FLOOR AREA (S.Q.F.T.) 0 1 2 4 5 6 7 >7 < 1500 30 30 45 Eli 60 60 75 75 90 1501 TO 3000 45 45 60 60 75 75 90 90 105 3001 TO 4500 60 60 75 75 90 90 105 105 120 4501 TO 6000 75 75 90 90 105 105 120 120 135 6001 TO 7500 90 90 105 105 120 120 135 135 150 > 7501 105 105 120 120 135 135 150 150 165 2015 INTERNATIONAL RESIDENTIAL CODE TABLE M1507.3.3(2) INTERMITTENT WHOLE HOUSE VENTILATION RATE FACTORS oh SPECIFIED RUN-TIME % IN EACH 4-HOUR SEGMENT RATE MULTIPUER FACTOR MINIMUM SIZE CFM 25% (1HR EVERY 4-HRS; 6HRS/DAY) 4 75 300 33% (1HR 2OMIN EVERY 4HRS; BHRS/DAY) 3 75 225 50% (2HR EVERY 4HRS; 12HRS/DAY) 2 75 150 66% (2HR 40MIN EVERY 4HRS; 16HRS/DAY) 1.5 75 112.5 75% (3HR EVERY 4HRS; 18HRS/DAY) 1.3 75 97.5 100% (CONTINUOUSLY OPERATING) 1.0 75 75 NDEE •Erynoa FNI TER SETTING TO WANT C LMRATD MI a. FOR VENTILATION SYSTEM RUN TIME VALUES BETWEEN THOSE GIVEN, THE FACTORS ARE PERMITTED TO BE DETERMINED BY INTERPOLATION. b. EXTRAPLATION BEYOND THE TABLE IS PROHIBITED. IECC I WA STATE R402 BUILDING THERMAL ENVELOPE DOORS AND WINDOWS GENERAL: EXTERIOR DOORS AND WINDOWS SHALL BE DESIGNED TO UMIT AIR LEAKAGE INTO OR FROM THE BUILDING ENVELOPE. SITE -CONSTRUCTED DOORS AND WINDOWS SHALL BE SEALED IN ACCORDANCE WITH TABLES R303.1.3(2) , R303.1.3(3), R303.1.3(4), & R303.1.3(5). SEALS AND WEATHERSTRIPPING: A. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AND ROOF AND WALL PANELS; OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS AND ROOFS; AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE AND ALL OTHER OPENINGS BETWEEN UNITS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. OTHER EXTERIOR JOINTS AND SEAMS SHALL BE SIMILARLY TREATED, OR TAPED, OR COVERED WITH MOISTURE VAPOR PERMEABLE HOUSEWRAP. B. ALL EXTERIOR DOORS OR DOORS SERVING AS ACCESS TO AN ENCLOSED UNHEATED AREA SHALL BE WEATHERSTRIPPED TO LIMIT LEAKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. C. SITE BUILT WINDOWS ARE EXEMPT FROM TESTING BUT SHALL BE MADE TIGHT FITTING. FIXED LIGHTS SHALL HAVE GLASS RETAINED BY STOPS WITH SEALANT OR CAULKING ALL AROUND. OPERATING SASH SHALL HAVE WEATHERSTRIPPING WORKING AGAINST OVERLAPPING TRIM AND A CLOSER/LATCH WHICH WILL HOLD THE SASH CLOSED. THE WINDOW FRAME TO FRAMING CRACK SHALL BE MADE TIGHT WITH CAULKING, OVERLAPPING MEMBRANE OR OTHER APPROVED TECHNIQUE. D. OPENINGS THAT ARE REQUIRED TO BE FIRE RESISTIVE ARE EXEMPT FROM THIS SEC110N. E. RECESSED LIGHTING FIXTURES TO UMIT AIR LEAKAGE PER IECC/WA SECTION R402.4.4 IECC / WA STATE R402.4 AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R402.4.1 THROUGH R402.4.4. R402.4.1.2 THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. (50 PASCALS). WHERE REQUIRED BY THE CODE OFFICIAL TESTING SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. TESTING SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. ONCE VISUAL INSPECTION HAS CONFIRMED SEALING (SEE TABLE R402.4.1.1), OPERABLE WINDOWS AND DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE FRAME PRIOR TO THE TEST. DURING TESTING: 1. EXTERIOR WINDOWS AND DOORS, FIREPLACE AND STOVE DOORS SHALL BE CLOSED, BUT NOT SEALED, BEYOND THE INTENDED WEATHERSTRIPPING OR OTHER INFILTRATION CONTROL MEASURES; 2. DAMPERS INCLUDING EXHAUST, INTAKE, MAKEUP AIR, BACKDRAFT AND FLUE DAMPERS SHALL BE CLOSED, BUT NOT SEALED BEYOND INTENDED INFILTRATION CONTROL MEASURES; 3. INTERIOR DOORS, IF INSTALLED AT THE TIME OF THE TEST, SHALL BE OPEN, ACCESS HATCHES TO CONDITIONED CRAWL SPACES AND CONDITIONED ATTICS SHALL BE OPEN; 4. EXTERIOR OPENINGS FOR CONTINUOUS VENTILATION SYSTEMS AND HEAT RECOVERY VENTILATORS SHALL BE CLOSED AND SEALED; 5. HEATING AND COOLING SYSTEMS, IF INSTALLED AT THE TIME OF THE TEST, SHALL BE TURNED OFF; AND 6. SUPPLY AND RETURN REGISTERS, IF INSTALLED AT THE TIME OF THE TEST, SHALL BE FULLY OPEN. R402.4.2 FIREPLACES. NEW WOOD -BURNING FIREPLACES SHALL HAVE TIGHT -FITTING FLUE DAMPERS AND OUTDOOR COMBUSTION AIR. R402.4.3 AIR LEAKAGE OF FENESTRATION. WINDOWS, SKYUGHTS AND SLIDING GLASS DOORS SHALL HAVE AN AIR INFILTRATION RATE OF NO MORE THAN 0.3 CFM PER SQUARE FOOT (1.5 L/S/M2), AND SWINGING DOORS NO MORE THAN 0.5 CFM PER SQUARE FOOT (2.6 L/S/M2), WHEN TESTED ACCORDING TO NFRC 400 OR AAMA/WDMA/CSA 101/I.S.2/A440 BY AN ACCREDITED, INDEPENDENT LABORATORY AND LISTED AND LABELED BY THE MANUFACTURER. EXCEPTIONS: 1. FIELD -FABRICATED FENESTRATION PRODUCTS (WINDOWS, SKYLIGHTS AND DOORS). 2. CUSTOM EXTERIOR FENESTRATION PRODUCTS MANUFACTURED BY A SMALL BUSINESS PROVIDED THEY MEET THE APPLICABLE PROVISIONS OF CHAPTER 24 OF THE INTERNATIONAL BUILDING CODE. 3. CUSTOM EXTERIOR WINDOWS AND DOORS MANUFACTURED BY A SMALL BUSINESS PROVIDED THEY MEET THE APPUCABLE PROVISIONS OF CHAPTER 24 OF THE INTERNATIONAL BUILDING CODE. ONCE VISUAL INSPECTION HAS CONFIRMED THE PRESENCE OF A GASKET, OPERABLE WINDOWS AND DOORS MANUFACTURED BY SMALL BUSINESS SHALL BE PERMITTED TO BE SEALED OFF AT THE FRAME PRIOR TO THE TEST. R402.4.4 RECESSED LIGHTING FIXTURES SHALL BE INSTALLED WITH A GASKET OR CAULK BETWEEN THE FIXTURE AND CEILING TO PREVENT AIR LEAKAGE. REVIEWED FOR CODE COMPLIANCE APPROVED JUN182019 City of Tukwila BUILDING DIVISION, 2015 W451-1INGTON STATE ENERGY CODE FILE NO: 1913-ECI SWEET EC1 OF 2015 IECC 1 WA STATE CODE REQUIREMENTS - 2015 IRC / IMC WA STATE REQUIREMENTS IECC I WA STATE R403 SYSTEMS R403.1.1 PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLUNG THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOW FOR, AT A MINIMUM A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. THIS THERMOSTAT SHALL INCLUDE THE CAPABILITY TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO MAINTAIN ZONE TEMPERATURES DOWN TO 55F (13C) OR UP TO 85F (29C). THE THERMOSTAT SHALL INITIALLY BE PROGRAMMED BY THE MANUFACTURER WITH A HEATING TEMPERATURE SET POINT NO HIGHER THAN 70F (21C) AND A COOLING TEMPERATURE SET POINT NO LOWER THAN 78F (26C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN 10F. R403.1.2 HEAT PUMP SUPPLEMENTARY HEAT (MANDATORY). UNITARY AIR COOLED HEAT PUMPS SHALL INCLUDE CONTROLS THAT MINIMIZE SUPPLEMENTAL HEAT USAGE DURING START-UP, SET-UP, AND DEFROST CONDITIONS. R403.2.2 SEALING (MANDATORY). DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE IMC OR IRC, AS APPLICABLE. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN SECTION R403.2.2. IECC / WA STATE 403.5.3 PIPING INSULATION PIPE INSULATION: ALL PIPING SHALL BE THERMALLY INSULATED IN ACCORDANCE WITH SECTION R403.5.3. ALL WATER PIPES SHALL BE INSULATED TO R-3 MIN. AND IN ACCORDANCE WITH UPC/WA STATE AMENDMENTS. IECC / WA STATE 403.5 SERVICE HOT WATER SYSTEMS ENERGY CONSERVATION MEASURES FOR SERVICE HOT WATER SYSTEMS SHALL BE IN ACCORDANCE WITH SECTIONS R403.5.1 & R403..5. DOMESTIC WATER HEATING EQUIPMENT SHALL COMPLY WITH THE APPLICABLE EFFICIENCIES. ALL ELECTRIC WATER HEATERS IN UNHEATED SPACES OR ON CONCRETE FLOORS SHALL BE PLACED ON AN INCOMPRESSIBLE, INSULATED SURFACE WITH A MINIMUM THERMAL RESISTANCE OF R-10. (IECC/WA STATE R403.4.3) PROVIDE 2.5 GPM FLOW RESTRICTORS ON SHOWERS, TUBS, AND LAVATORIES. MOISTURE CONTROL AN APPROVED VAPOR RETARDER SHALL BE INSTALLED ON THE WARM SIDE (IN WINTER) OF INSULATION. VAPOR RETARDERS: FLOOR 0 4-MIL POLY 0 EXT. T&G PLYWOOD 0 BACKED BATTS WALLS 0 4-MIL POLY 0 EXT. BACKED BATTS 0 PVA-PAINT CEILING 0 4-MIL POLY 0 EXT. BACKED BATTS 0 PVA-PAINT GROUND COVER: A GROUND COVER OF SIX MIL (0.006 INCH NICK) BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. NE GROUND COVER SHALL BE OVERLAPPED 12 INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL EXHAUST SYSTEMS CHAPTER 15 OF THE IRC SECTION M1502.4.6 WHERE THE EXHAUST DUCT EQUIVALENT LENGTH EXCEEDS 35 FEET (10688mm), THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET (1829 mm) OF THE EXHAUST DUCT CONNECTION. SECTION M1502.4.7 EXHAUST DUCT REQUIRED. WHERE SPACE FOR A CLONES DRYER IS PROVIDED, AN EXHAUST DUCT SYSTEM SHALL BE INSTALLED. WHERE THE CLOTHES DRYER IS NOT INSTALLED AT THE TIME OF OCCUPANCY THE EXHAUST DUCT SHALL BE CAPPED OR PLUGGED IN THE SPACE IN WHICH IT ORIGINATES AND IDENTIFIED AND MARKED "FUTURE USE". DUCT SYSTEMS - GENERAL: DUCT SYSTEMS SERVING HEATING, COOLING AND VENTILATION EQUIPMENT SHALL BE INSTALLED IN ACCORDANCE WITH THE PROVISIONS OF THIS SECTION AND ACCA MANUAL D THE APPLIANCE MANUFACTURER'S INSTALLATION INSTRUCTIONS OR OTHER APPROVED METHODS. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN WSEC SECTION 403.3.3 WSEC KING COUNTY -15- DDES--2009 DUCT JOINTS, SEAMS AND CONNECTIONS: LONGITUDINAL AND TRANSVERSE JOINTS, SEAMS CONNECTIONS IN METALLIC AND NONMETALLIC DUCTS SHALL BE CONSTRUCTED AS SPECIFIED IN SMACNA HVAC DUCT CONSTRUCTION STANDARDS -METAL AND FLEXIBLE AND NAIMA FIBROUS GLASS DUCT CONSTRUCTION STANDARDS. JOINTS LONGITUDINAL AND TRANSVERSE SEAMS, AND CONNECTIONS IN DUCTWORK SHALL BE SECURELY FASTENED AND SEALED WITH WELDS, GASKETS, MASTICS (ADHESIVES), MASTIC -PLUS -EMBEDDED -FABRIC SYSTEMS, LIQUID SEALANTS OR TAPES. TAPE AND MASTICS USED TO SEAL FIBROUS GLASS DUCTWORK SHALL BE LISTED AND LABELED IN ACCORDANCE WITH UL 181A AND SHALL BE MARKED "181A-P" FOR PRESSURE -SENSITIVE TAPE,. "181 A-M" FOR MASTIC OR "181 A-H" FOR HEAT -SENSITIVE TAPE. TAPES AND MASTICS USED TO SEAL METALLIC AND FLEXIBLE AIR DUCTS AND FLEXIBLE AIR CONNECTORS SHALL COMPLY WITH UL 1818 AND SHALL BE MARKED "181 B-FX" FOR PRESSURE -SENSITIVE TAPE OR "181 BM" FOR MASTIC. DUCT CONNECTIONS TO FLANGES OF AIR DISTRIBUTION SYSTEM EQUIPMENT SHALL BE SEALED AND MECHANICALLY FASTENED. MECHANICAL FASTENERS FOR USE WITH FLEXIBLE NONMETALLIC AIR DUCTS SHALL COMPLY WITH UL 181B AND SHALL BE MARKED 181E-C. CRIMP JOINTS FOR ROUND METALLIC DUCTS SHALL HAVE A CONTACT LAP OF NOT LESS THAN 1 INCH (25 mm) AND SHALL BE MECHANICALLY FASTENED BY MEANS OF NOT LESS THAN THREE SHEET -METAL SCREWS OR RIVETS EQUALLY SPACED AROUND NE JOINT. CLOSURE SYSTEMS USED TO SEAL THE DUCTWORK SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS' INSTRUCTIONS. EXCEPTIONS: 1. SPRAY POLYURETHANE FOAM SHALL BE PERMITTED TO BE APPLIED WITHOUT ADDITIONAL JOINT SEALS. 2. WHERE A DUCT CONNECTION IS MADE THAT IS PARTIALLY INACCESSIBLE, THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED PORTION OF THE JOINT SO AS TO PREVENT A HINGE EFFECT. 3. FOR DUCTS HAVING A STATIC PRESSURE CLASSIFICATION OF LESS THAN 2 INCH (25 mm) AND THE MALE END OF THE DUCT SHALL EXTEND INTO THE ADJOINING DUCT IN THE DIRECTION OF AIRFLOW. IECC / WA STATE CODE R403.3 DUCT LEAKAGE (MANDATORY) THE TOTAL LEAKAGE OF THE DUCTS, WHEN MEASURED IN ACCORDANCE WITH SECTION R403.3.3, SHALL BE AS FOLLOWS: ROUGH -IN TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 4 CFM PER 100 SQUARE FEET OF CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1 INCHES W.G. (25 PASCALS) ACROSS THE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL BE TAPED OR OTHERWISE SEALED DURING THE TEST. IF THE AIR HANDLER IS NOT INSTALLED AT THE TIME OF THE TEST, TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 3 CFM PER 100 SQUARE FEET OF CONDITIONED FLOOR AREA. 2. POST -CONSTRUCTION TEST: LEAKAGE TO OUTDOORS SHALL BE LESS THAN OR EQUAL TO 4 CFM PER 100 SQUARE FEET OF CONDITIONED FLOOR AREA OR A TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 4 CFM PER 100 SQUARE FEET OF CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1 INCHES W.G. (25 PASCALS) ACROSS THE ENTIRE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL BE TAPED OR OTHERWISE SEALED DURING THE TEST. DUCTS WITHIN ENCLOSED CEILING / FLOOR ASSEMBLES SHALL MAINTAIN THE REQUIRED R-VALUE BETWEEN THE DUCT AND THE EXTERIOR OR UNCONDITIONED SURFACE. INSULATION SHALL NOT BE DISPLACED OR COMPRESSED. WSEC R402.2.7(3). IECC / WA STATE CODE R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 LIGHTING EQUIPMENT (MANDATORY): A MINIMUM OF 75 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. R404.1.1 LIGHTING EQUIPMENT (MANDATORY): FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS. CHAPTER 4 (TABLE 406.2) ENERGY EFFICIENCY REQUIREMENTS FOR THIS PROJECT: 1. SMALL DWEWNG UNIT LESS THAN 1,500 SF = 0.5 MINIMUM CREDITS T BUILDING ENVELOP la: PRESCRIP ' ! •' IANCE IS BASED ON TABLE R402.1.1 WITH THE FOLLOWING „es - ONS: 0.5 VERTICAL FENESTRATT' s • FLOOR R-38 SLAB ON GRADE R-10 PERIMENTER A • . • BELOW GRADE SLAB R-1' • ' R AND UNDER ENTIRE SLA: OR i CE BASE ON SECTION R402.1.4: REDUCE TOE TOTAL UA BY 5%. 3a` HIGH EFFICIENCY HVAC EQUIPMENT 3a: 1,0 GAS, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94% OR GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 3d. COY HVAC EQUIPMENT 3d: DUCTLESS SPLIT SY PUMPS, ZONAL CONTROL: IN HOMES IMARY SPACES 1.0 HEATING SYSTEM IS ZONAL ELEC A DU PUMP SYSTEM SHALL BE INSTALLED AND PROVIDE HEATING T HOUSING UNIT. TO QUALIFY TO CLAIM THIS CREDIT G PERMIT DRAWINGS SHALL SPECIE E-i BEING SELECTED A CIFY THE HEATING EQUIPMENT TYPE AND MINIMUM EQUIPMENT EFFICI 5a. EFFICIENT WATER HEATING 5a: ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE SHALL BE RATED AT 1.75 GPM OR LESS. ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS.` TO QUAUFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOOR RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCET, AND OTHER LAVATORY FAUCETS. 0.5 5c. EFFICIE WATER HEATING SYSTEM SHALL INCLU GAS, PR NG: EATER WITH A MINIMUM EF OF 0.9 1.5 a. b. PROJECTS USING THIS OPTION MAY NOT USE OPTION la, lb OR lc. PROJECTS MAY ONLY INCLUDE CREDIT FROM ON SPACE HEATING OPTION 3a, 3b, 3c OR 3d. WHEN A HOUSING UNIT HAS TWO PIECES OF EQUIPMENT (I.E., TWO FURNACES) BOTH MUST MEET THE STANDARD TO RECEIVE THE CREDIT. c. PLUMBING FIXTURES FLOW RATINGS. LOW FLOW PLUMBING FIXTURES (WATER CLOSETS AND URINALS) AND FITTINGS (FAUCETS AND SHOWERHEADS) SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS. 1. RESIDENTIAL BATHROOM LAVATORY SINK FAUCETS: MAXIMUM FLOW RATE - 3.8 L/MIN (1.0 GAL/MIN) WHEN TESTED IN ACCORDANCE WITH ASME A112.18.1/CSA B125.1. 2. RESIDENTIAL KITCHEN FAUCETS: MAXIMUM FLOW RATE - 6.6 L/MIN (1.75 GAL/MIN) WHEN TESTED IN ACCORDANCE WITH ASME A112.18.1CSA B125.1. 3. RESIDENTIAL SHOWERHEADS: MAXIMUM FLOW RATE - 6.6 L/MIN. (1.75 GAL/MIN) WHEN TESTED IN ACCORDANCE WITH ASME A112.18.1/CSA B125.1. REVIEWED FOR CODE COMPLIANCE APPROVED , JUN182019 City of Tukwila ssJ BUILDING DIVISION c[) Wco 0 r FILE NO: 1913-ECl SHEET EC2 OF STRUCTURAL NOTES GENERAL: ALL METHODS, MATERUdS AND WORKMANSHIP ARE TO CONFORM TO THE INTERNATIONAL BUILDING CODE AND STANDARDS, 2015 EDITION (IBC '15), AS AMENDED AND ADOPTED BY THE GOVERNING JURISDICTION. THE CONTRACTOR IS RESPONSIBLE FOR THE FOLLOWING: a.) PROVIDING TEMPORARY SHORING AND BRACING UNTIL ALL STRUCTURAL ELEMENTS HAVE BEEN INSTALLED AND CONNECTIONS COMPLETED. b.) FIELD VERIFICATION AND COORDINATION OF ALL DIMENSIONS AND ELEVATIONS BEFORE PROCEEDING WITH THE WORK. c.) BRINGING TO THE ATTENTION OF THE BUILDING DESIGNER ANY CONFLICTS IN DIMENSIONS, MATERIALS OR NOTES SHOWN ON THE PLANS. d.) INSTALLATION OF PROPRIETARY PRODUCTS IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS AND RECOMMENDATIONS. MATERIALS, MEMBER SIZES, NOTES, ETC. SHOWN ON THESE STRUCTURAL PLANS ARE SPECIFIC FOR THE PROJECT AND TAKE PRECEDENCE OVER ANY CONFLICT WITH THE STRUCTURAL NOTES THAT FOLLOW. DESIGN CRITERIA: FLOOR LIVE LOAD SNOW LOAD WIND: SEISMIC: FOUNDATIONS: 40 psf (with other live loads in accordance with IBC '15, table 1607.1) 25 psf V3s- 110 mph / Exp B SOIL SITE CLASS=O, Ss=1509ig, S1=56, R=6.5, SOC=D BASIC SEISMIC FORCE RESISTING SYSTEM: WOOD SHEAR WALL FOOTINGS ARE TO BE PLACED ON UNDISTURBED NATIVE SOIL WITH AN ASSUMED DESIGN BEARING CAPACITY OF 3000 psf (PER GEOTECH REPORT). EXCAVATIONS ARE TO BE TO THE DEPTHS SHOWN ON THE PLANS AND ARE TO BE FREE OF STANDING WATER. OVER EXCAVATIONS ARE TO BE BACKFILLED WITH LEAN CONCRETE (f'c=2000 psi) OR COMPACTED FILL IN ACCORDANCE WITH RECOMMENDATIONS OF A GEOTECHNICAL ENGINEER. STRUCTURAL CONCRETE: ALL CONCRETE IS TO BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH IBC '15, IBC '15 STANDARDS AND ACI-301. MINIMUM 28 DAY COMPRESSIVE STRENGTH IS TO BE 3000 psi FOR WEATHERING. (2500psi USED FOR DESIGN, SPECIAL INSPECTION NOT REQUIRED) WITH AIR ENTRAINMENT IN ACCORDANCE WITH TABLE 1904.2.1. REINFORCING STEEL IS TO BE GRADE 40 DEFORMED BARS PER ASTM A615 WITH DETAIUNG, FABRICATION AND PLACEMENT PER IBC '15 AND ACI-318. INTERSECTING CONCRETE WALLS & FOOTINGS ARE TO HAVE #4 CORNER BARS WITH A MINIMUM OF 18' OF EMBEDMENT AND SPACED THE SAME AS THE HORIZONTAL REINFORCEMENT. PLYWOOD DIAPHRAGMS: ROOF SHEATHING IS TO BE 1/2" SPAN RATED 24/16 MINIMUM DIRECTLY NAILED TO SUPPORTING TRUSSES OR RAFTERS WITH 8d COMMON 0 6"o.c. AT ALL EDGES AND Bd COMMON 0 12" o.c. AT ALL INTERMEDIATE SUPPORTS. FLOOR SHEATHING (SUB -FLOORING) IS TO BE 3/4" MINIMUM SPAN RATED 16"o.c. T&G DIRECTLY GLUED AND NAILED TO SUPPORTING JOISTS OR BEAMS WITH 10d COMMON 0 6" o.c. AT ALL EDGES AND AND 10d COMMON 0 12"a.c. AT ALL INTERMEDIATE SUPPORTS. ALL SHEATHING IS TO BE LAID UP WITH THE FACE GRAIN PERPENDICULAR TO THE SUPPORTS. WOOD ROOF TRUSSES: METAL PLATE CONNECTED WOOD TRUSSES ARE TO BE DESIGNED BY A WASHINGTON STATE PROFESSIONAL ENGINEER IN ACCORDANCE WITH ANSI/TPI 1 "NATIONAL DESIGN STANDARDS FOR METAL -PLATE CONNECTED WOOD TRUSS CONSTRUCTION" AND IBC '15. METAL PLATES ARE TO BE ICBO APPROVED, VERIFIED BY A CURRENT REPORT NUMBER. TRUSSES, INCLUDING DRAG TRUSSES AND SHEAR FRAMES, ARE TO BE PLANT FABRICATED BY A MANUFACTURER IN COMPLIANCE WITH IBC '15 SECTION 2303.4. THE TRUSS MANUFACTURER IS RESPONSIBLE FOR VERIFICATION OF ALL TRUSS LENGTHS PRIOR TO FABRICATION. THE TRUSS ERECTION CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING DURING INSTALLATION AND FOR ALL PERMANENT BRACING IDENTIFIED ON THE TRUSS PLANS. METAL CONNECTORS FOR WOOD: THE MODEL NUMBERS OF METAL CONNECTORS WHERE SPECIFIED ON THE PLANS ARE THOSE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. BOLTS ARE TO BE A307 WITH WASHERS AT ALL WOOD SURFACES BENEATH HEAD OR NUT. BOLT HOLES ARE TO BE 1/16" GREATER IN DIAMETER THAN BOLT DIAMETER. NAILS ARE TO BE COMMON WIRE NAILS AND OF QUANTITY, SIZE, LENGTH AND TYPE AS SPECIFIED BY SIMPSON. WOOD ROOF TRUSSES ARE TO BE CONNECTED TO THE PLATE LINE WITH ONE (1) SIMPSON H1 HURRICANE TIE AT EACH TRUSS BEARING. NAILS ARE COMMON WIRE. METAL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED WOOD ARE TO HAVE A CORROSION PROTECTIVE COATING PER THE RECOMMENDATIONS OF THE PRESERVATIVE TREATED WOOD SUPPLIER AND THE METAL CONNECTOR MANUFACTURER. IF THE NEEDED INFORMATION IS NOT PROVIDED STAINLESS STEEL CONNECTORS ARE RECOMMENDED. FASTENERS INSTALLED IN PRESERVATIVE TREATED WOOD TO BE HOT DIPPED GALVANIZED, PER IBC 2304.10.5 WOOD FRAMING: 2x LUMBER TO BE HF#2 OR BETTER EXCEPT WALL STUDS MAY BE HF STUD GRADE & SILL PLATES HFi3 WHERE NOT SPECIFIED ON THE PLANS: a.) COLUMNS IN WALLS ARE TO BE (2) 2x STUDS OF THE SAME WIDTH AS THE WALL AND SPIKED TOGETHER WITH 10d 0 12"o.c. (UNLESS NOTED OTHERWISE) b.) FLOOR FRAMING PARAIIFL TO INTERIOR PARTITIONS IS TO HAVE ONE FLOOR JOIST DIRECTLY BENEATH EACH PARTn1ON LESS THAN ONE HALF SPAN LENGTH AND TWO JOISTS WHERE PARTITION EXCEEDS ONE HALF THE SPAN LENGTH OF THE JOIST. c.) FLOOR JOISTS ARE TO BE BLOCKED AT ALL BEARINGS. d.) WALL TOP PLATES ARE TO HAVE STAGGERED SPLICES A MINIMUM OF 4'-0" APART AND SPIKED TOGETHER IN THE SPLICED ZONE WITH A MINIMUM OF 8-16d SINKERS. e.) WOOD IN CONTACT WITH THE WEATHER, SOIL CONCRETE OR MASONRY IS TO BE PRESERVATIVE TREATED. f.) ISOLATED COLUMNS ARE TO HAVE "CC" TYPE COLUMN CAPS. COLUMNS IN WALLS ARE TO HAVE "AC", "LPC", OR "PC" TYPE POST CAPS. STRUCTURAL GLUED LAMINATED TIMBER: MANUFACTURED BEAMS ARE TO BE OF DOUGLAS FIR AND STRESS GRADE COMBINATION 24F-V4, BEAM CAMBER WHERE REOUIRED IS SHOWN ON THE PLANS. STRUCTURAL PREFABRICATED WOOD PRODUCTS: WOOD I -BEAMS AND OTHER PREFABRICATED WOOD PRODUCTS SHOWN ON THE PLANS ARE THOSE PRODUCTS AS MANUFACTURED BY TRUSS JOIST MacMILLIAN. SHEARWALL SCHEDULE 1,2,3,4,6,7,8,9 MARK SHEATHING SHEATHING EDGE NAILING SHEARFLOW NAIUNG REMARKS ALLOWABLE SHEAR SW1 15/32" PLYW'D ONE SIDE 8d 0 6" o.c. 16d 0 8" o.c. 230 plf SW2 15/32" PLYW'D ONE SIDE 8d 0 4" o.c. 16d 0 5 1/2" o.c. 350 plf SW3 15/32" PLYW'D ONE SIDE 8d 0 3" o.c. 16d 0 4" o.c. SEE NOTE 5. NOT USED 450 plf SW4 15/32" PLYW'D ONE SIDE 8d 0 2" o.c. 16d 0 3" o.c. SEE NOTE 5 NOT USED 600 plf SW5 15/32" PLYW'D EACH SIDE 8d 0 4" o.c. 16d 0 5 1/2" o.c. 2 ROWS SEE NOTE 5 NOT USED 700 If p SW6 15/32" PLYW'D EACH SIDE 8d 0 3" o.c. 16d 0 4" o.c. 2 ROWS SEE NOTE 5. NOT USED 900 plf SW7 15/32" PLYW'D EACH SIDE 8d 0 2" o.c. 16d 0 3" o.c. 2 ROWS SEE NOTE 5. NOT USED 1200 plf NOTES' 1. SCHEDULE IS BASED ON 2015 INTERNATIONAL BUILDING CODE FOR WOOD FRAMED WALLS WITH 2x4 (MINIMUM) HEM -FIR STUDS 0 24" o.c.. 2. SHEATHING IS TO BE SPAN RATED 24/0 MINIMUM AND MAY BE PLYWOOD OR OSB. 3. SHEATHING THICKNESS MAY BE REDUCED TO 3/8" OR 7/16" PROVIDED STUDS ARE 0 16" o.c. MAXIMUM. 4. SHEATHING IS TO BE DIRECTLY APPLIED TO STUDS AND ALL EDGES BLOCKED. 5. STUDS ARE TO BE SINGLE 3" NOMINAL OR THICKER AT ADJOINING PANEL EDGES AND SHEATHING NAILING STAGGERED FOR SW3, SW4, SW5, SW6, & SW7. 6. ALL NAILS ARE TO BE COMMON WIRE. 7. SHEATHING NAILING AT INTERMEDIATE SUPPORTS IS TO BE 8d 0 12' o.c. 8. SHEATHING NAILS ARE TO BE DRIVEN SO THAT THEIR HEADS ARE FLUSH WITH THE SURFACE OF THE SHEATHING. 9. PLATE WASHER EXTENDS TO WITHIN 1/2' OF THE EDGE OF THE BOTTOM PLATE ON THE SIDES WITH SHEATHING OR OTHER MATERIAL WITH UNIT SHEAR CAPACITY OF 400 PLF OR GREATER FOR WIND OR SEISMIC. (SEE PLATE WASHER DETAIL) ANCHOR BOLT SCHEDULE 1,2,3 MARK SILL PLATE ANCHOR SILL PLATE REMARKS AB1 5/8" dia. A.B. 0 32' o.c. 2x SILL PLATE AB2 5/8" dia. A.B. 0 16" o.c. 2x SILL PLATE NOT USED 1. ANCHOR BOLTS ARE 5/8" dia. 0 48" o.c. WITH 7" MIN. EMBEDMENT U.N.0) RETROFIT A' HOR BOLTS TO BE 5/8" Dia. SIMPSON STRONG BOLT 2 (OR EQUAL) WITH 2-3/4 MIN EMBEDMENT 2. WASHERS TO BE 3" x 3" x 0.229" THICK PLATE WASHERS LOCATED THE PLATE WASHERS SO THAT THE EDGE OF THE WASHER IS WITHIN 1/2" OF THE SHEATHING OF THE SHEAR WALL(PER SDPWS 4.3.5.4.3) 3. THERE SHALL BE A MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF SILL PLATE WITH ONE BOLT LOCATED NOT MORE THAN 12" OR LESS THAN 4' FROM END OF EACH PIECE HOLDOWN SCHEDULE HOLDOWN (SIMPSON) WALL STUD ANCHOR BOLT REMARKS TYPE NAILS/BOLTS STHDI ORJ (2)2x HF STUD 28-10d USE STHD10 AT NON- RIM JOIST APPLICATIONS STHD14RJ (2)2x HF STUD 38-10d NOT USED HDU4 (2)2x HF STUD 10-SOS 1/4"x2.5" SCREWS FLOOR TIE SCHEDULE STRAP TIE (SIMPSON) WALL STUD REMARKS NAILS/BOLTS CS16x40 2x HF STUD 8-1Dd EACH END MSTC40 (2)2x HF STUD 14-16d SINKER EACH END ROOF SHEATHING MFG. ROOF TRUSS OR ROOF RAFTER EDGE NAJUNG 2x BLOCK w40E3) Bd SHEARWALL EDGE NAILING SHEARWALL PER PLAN i SIMPSON H1 AT EVERY TRUSS OR RAFTER (USE tGY TRUSS ANCHOR AT GIRDER TRUSS LOCATIONS) CTYPICAL ROOF TO WALL CONNECTION 8d 0 6" o.c SHEARWALL EDGE NAILING GARI F END TRUSS 10d 0 4" c.c. 10d 04"o.c SHEARWALL EDGE NAILING SHEARWNJ_ PER PLAN ROOF SHEATHING 2x8 GWB BACKING DOUBLE TOP PATES A TYPICAL DETAIL AT GABLE END Bd 0 6' c.c. rat 2x BLOCK AT BRACE LOCATIONS ATTACH SHEATHING TO BLOCK WITH 8d AT 6" 0.C. 2x6 HF BRACE 0 72' o.c. w/ (1) A23 ANGLE EACH END N.T.S. (2) 10d FLAILS SHEARWALL EDGE NAILING SHEARWALL PER PLAN f DRAG TRUSS DETAIL ROOF SHEATHING EDGE NAILING DRAG TRUSS PER PLAN ANGLE 'A23' 0 16" o.c. LONG LEG OF ANGLE ON TRUSS 1.'" (INTERIOR SHEARWALL) UPPER FLOOR SHEARWALL PER PLAN MAIN FLOOR SHEARWALL EDGE NAILING AWN FLOOR SHEARWALL EDGE NAILING MAIN FLOOR SHEARWALL PER PLAN co i UPPER FLOOR SHEARFLOW NAIUNG PER SHEARWALL SCHEDULE RIM JOIST FLOOR SHEATHING 2x NAILER FLOOR JOIST (JOIST MAY BE PERPENDICULAR TO EXT. WALL) WALL TOP PLATES NOTE: USE THIS DETAIL WHEN SHEARWALL PANEL EDGES FRAME ONTO COMMON MEMBER BETWEEN UPPER AND MAIN FLOORS. SHEARWALL DETAIL 1 "=1.-0" UPPER FLOOR SHEARWALL PER PLAN UPPER FLOOR SHEARWALL EDGE NNUNG BOTTOM PLATE TO RIM. LTP4 0 36' o.c. RIM TO TOP PLATE SWI, USE LTP4 0 24" o.c. SW2, USE LTP4 0 16' c.c. SW3, USE LTP4 0 12' o c SW4, USE LTP4 0 10' o.c. MAIN FLOOR SHEARWALL EDGE NNUNG MAIN FLOOR SHEARWALL PER PLAN UPPER FLOOR SHEARFLOW NAILING PER SHEARWALL SCHEDULE , RIM JOIST FLOOR SHEATHING r Mega I 19 a ' 2x NAILER 1 1 1 1 (OPTION) FLOOR JOIST (JOIST LAY BE PERPENDICULAR TO EXT. WALL) WALL TOP PLATES NOTE USE THIS DETAIL WHEN SHEARWALL PANEL EDGES DO NOT FRAME ONTO COMMON MEMBER BETWEEN UPPER AND MAIN FLOOR. SHEARWALL PER PLAN RIM JOIST SHEARWALL EDGE NAILING FLOOR SHEATHING I..O JOIST (JOISTS MAY BE PERPENDICULAR TO WALL) 2x8 PI SILL PLATE w/ ANCHOR BOLT PER PLAN FOUNDATION w/ REINFORCEMENT PER PLAN SHEARWALL FRAMING DETAIL SHEARWALL PER PLAN SHEARWALL EDGE NAMING BOTTOM PLATE TO RIM: LIP4 0 36' o.c. SHEARWALL EDGE AIMING PLYWOOD FILLER SPEA RWAL EDGE NARING (OPTION) 91EARFLOW NAILING PER SHEARWALL SCHEDULE FLOOR SHEATHING FLOOR JOIST (JOISTS .GIST'S MAY BE PERPENDICULAR TO WALL) 2x6 P.T. SU. PLATE w/ ANCHOR BOLT PER PLAN —FOUNDATION w REINFORCEIAM PER PLAN 1 "=1'-0' SHEARWALL EDGE NAILING FOR CONN. OF SHEATHING '10 HOLDOWN STUD (TYP.) SYM. SHEARWALL PER PLAN AB (SHTG NOT SHOWN FOR CLARITY) 2x6 STUD w/ 10d 0 3" o.c. FULL LENGTH tSTAGGERED) FLOOR TOP OF CONC. WALL HOLDOWN DETAIL (2) 2x6 OR 4x6 HOLDOWN STUD STRAP TYPE HOLDOWN PER PLAN RIM JOIST P.T. SILL PLATE w/ ANCHOR BOLTS PER FOUNDATION PLAN 4 MIN. REINF. (PER HOLDOWN MANUFACTURER'S REQUIREMENTS) FOUNDATION WALL 1"=1'-D" (c) SHEARWALL PER PLAN (SHEATHING NOT SHOWN) NAIL SHEATHING TO BLOCKS WITH SHEARWALL EDGE NAILING TIE STRAP: CONTINUOUS SIMPSON CS16 ACROSS THE ENTIRE LENGTH OF SHEARWALL WITH (8)10d AT EACH BLOCK AND 10d AT 4' O.C. ABOVE AND BELOW WINDOW OPENING KING STUDS 4x BLOCKING BETWEEN STUDS, TYPICAL ACROSS THE ENTIRE LENGTH OF THE SHEARWALL AT ALL FOUR CORNERS OF THE WALL OPENING WALL OPENING REINFORCEMENT AT SHEARWALL SHEARWALL PER P STRAP PER P BEAM PER P A IMPSON 'LU21D' SERIES HANGER (OR EQUAL) FLOOR TIE DETAIL 1'=l'-0 SHEARWA I I (SHTC NOT SHOWN FOR CLARITY) WHERE (2) T1 TIE --All.- STRAPS ARE SPECIFIED USE DBL STUDS AND (2) TIE STRAPS TIE STRAP PER PLAN 0 RIM JOIST i 0 • cr w SYM. t ABT USE SHEARWALL EDGE NAILING FOR CONNECTION OF SITYG TO EACH STUD UPPER FLOOR SUB -FL. . V 0 b • SHEARWALL NOTE; IF H INTERVENES, WRAP AND NAIL STRAP TO HEADER AND TIE HEADER AT EACH END TO WALL STUDS BELOW w/ (1) LSTA21 USE SHEARWAL EDGE NAILING FOR CONNECTION OF SITYG TO EACH STUD TYPICAL FLOOR TIE DETAIL 1'-1'-0' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 City of Tukwila BUILDING DIVISION Zt ENGINEERING 12930 N.E. Woodinville, (425) 481-6601 - TSE 178th STREET WA 98072-5708 • FAX: 481-6371 J IA A. kY O WAS;/ 7. 4 11691 ., 'PpVFv STtR(J• S7"NAL F ' !03/19 project title: RESIDENTIAL DESIGN SERVICES PLAN #1427 TSE #8868 sheet title: STRUCTURAL DETAILS & NOTES revisions: 03/29/18 CITY COMMENTS designer: El drawn: El checked: KR date: 07/06/18 scale: AS NOTED file: 8868-1 sheet #: S 1 ATTACH RIM JOIST TO WALL TOP PLATES WRH "LTP4• AT 12' O.C. (TYPICAL AT THIS WALL UNE) TOP PULES • • 0 0 0 • • • `-PRE-ATTACHED WOOD STUDS • ATTACH TOP OF WALL TO TOP PLATES WITH (9)SDS 1L" x 33i" SCREWS (PROVIDED) �--STEEL PANEL 1/4" HOLES TO ATTACH OPTIONAL BLOCKING OR FRAMING SIMPSON STRONGWALL DETAIL HEADER PER PLAN ADDITIONAL 1-1/8" DIAMETER HOLES MAY BE DRILLED THRU WOOD STUDS AT MIT HOLE LOCATION MATCHING AN OBROUND HOLE IN 36" MAXIMUM WOOD SHIM WITH SDS Y. x N. SCREWS. FOR SHIMS GREATER THAN 74" 0 1 i 1" Dia. SIMPSON STRONG WALL ANCHOR RODS EMBEDDED IN FOOTING 8• CONCRETE WALL FOOTING PER PLAN CENTERED UNDER STRONG WALL #4 AT 12" O.C. EACH WAY • 0 0 0 0 0 0 0 0 0 0 0 PREFABRICATED HOLES IN STEEL PANEL. (VARY WITH EACH MODEL) ADDRIONAL CUTTING OF STEEL WALL OR ENLARGING OF EXISTING HOLES NOT PERMITTED. PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SHEAR REINFORCEMENT •(3)#3 TIES AT 3' O.C. a A /\i a 44 II •.4 11 I IQ • 4 1 . A A: A e e e t NUT/WASHER/NUT SHEARFLOW NAIUNG PER SHEARIVALL SCHEDULE SUBFLOOR 10404-o.c. FULL BLOCK DBL TOP PIA BLOCK TO PLATE, USE LTP4 0 12 o.c. SIMPSON PER STRONGWALL PER RAN OFFSET SHEARWALL DETAIL SHEARWALL PER PUN UPPER FLOOR SHEARW EOGE W LING RIM JOIST 10d06'o.c. UPPER FLOOR LVL ALIGNED w/ SHEARWALL BELOW LTP4 024' o.c. WALL TOP PLATES I LL I 1 In I 1 I 1 I MAIN FLOOR SHFARWAIL PER PLAN SHEARWALL DETAIL 1-I-0" BOTTOM PLATE NAILING PER SHEARWALL SCHEDULE JOIST PER PEAR WITH, SIMPSON LU210 SERIES HANGER (OR EQUAL) BEAM PER PLAN "LUS24" HANGER (OR EQUAL) OFFSET WALL DETAIL SHEARWALLRppFPER PLAN EDGE NNAJUNGG STUD WITH (2 16d WJLS SHEARWALL EDGE NAILING ROOF SHEATHING MFG. ROOF TRUSS SIMPSON HI AT EVERY TRUSS 1'-I'-0 ROOF SHEATHING EDGE NAJUNG 2x BLOCK SHEARWALL EDGE NAILING SHEARWALL PER PLAN RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. zg 10cD M DRAINAGE PER LOCAL JURISDICTION GRADE #4 0 18" o.c. VERT. W/ 6' HOOK AT FTG. (2) #4 HORIZ. I I I I I I II 4" 8- FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) #4 AT 12' o.c. HORIZ. VAPOR BARRIER PER ARCH. PLAN • 4" 3 U FOUNDATION DETAIL 4 WALL PER PLAN #4 AT it o.c. HORIZ. CONCRETE SLAB 14 0 18' o.c. VERT. / 6" HOOK AT FTG. (2) #4 HORIZ. 1n FOUNDATION DETAIL P.T. SILL PLATE w/ A.B. PER PLAN SHEARWALL �EDDGyEE NAAIli N�G (WHERE HELCUEIGHT BETWEENRGRADE AND TOP OF WALL PER ARCH. PLANS DRAINACE LOCAL JURISDICTON RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN #4 AT 12' o.c. HORQ, CONCRETE SLAB CONCRETE SLAB 14 0 18" o.c. VERT. /6"HOOK ATFIG. DRAINAGE PER LOCAL JURISDICTION FOUNDATION DETAIL FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) WALL HEIGHT NOT TO EXCEED S6" VAPOR BARRIER PER ARCH. PLAN MAIN FLOOR SHEARWALL PER PLAN MAIN FLOOR SHEARWALL EDGE NAILING FLOOR JOIST PER PLAN FRAMING ANCHOR. LTP4 0 18" o.c. #4 0 12" o.c. HORIZ. 2-#4 CONT. MAIN FLOOR SHEARFLOW NAILING PER PLAN FULL DEPTH BLOCKING BETWEEN JOIST 2x6 P.T. SILL PLATE ANCHOR BOLT PER PLAN 8' CONC. WALL #4 0 18" c.c. VERT. w/ 6" HOOK 0 FTG. INTERIOR SHEARWALL DETAIL 1'-11-0" FLOOR V TOP OF CONC. WALL V HOLDOWN DETAIL SHEARWALL PER PUN SYM. AST HOLDOWN STUD SIMPSON SDS 1/4 x 3 WOOD SCREWS HOLDOWN PER PLAN 5/8' DAL THREADED ROD 5/8" SLEEVE NUT OR TURN BUCKLE HOEDOWN ANCHOR PER SCHEDULE P.T. SAL BLATE w/ ANCHOR BOLTS PER FOUNDATION PLAN 4 MIN. RE1NF. PER HOEDOWN MANUFACTURER'S REQUIREMENTS) FOUNDATION WALL DENT AND BEWDED IN FOOTING SHEARWALL DETAIL PROTECTIVE BARRIER BETWEEN WOOD AND CONCRETE PER ARCH. PLANS CONCRETE PORCH PER PLAN #4 AT 24' O.C. #4 0 14' o.c. VERT. AT CENTER OF WALL LAP SPUCE: #4 if 0 14"o.c. (3) #4 LW DRAINAGE PER LOCAL JURISDICTION TI / P.T.AHOR BOLT W/ PER PLAN VAPOR BARRIER PER ARCH. PLAN 4 AT 12'o.c. HORIZ. FOUNDATION DETAIL AT ENTRY '11-D' (AT TALL WALL SETBACK) FLOOR JOIST PER PLAN (JOIST MAY BE PARALLEL TO WALL) 4 0 14"o.c S.W r--1 I BEYOSTEM ND WALL FOUNDATION DETAIL TSE ENGINEERING 12930 N.E. 178th STREET Woodinville, WA 98072-5708 (425) 481-6601 • FAX:481-6371 project title: RESIDENTIAL DESIGN SERVICES PLAN #1427 TSE #8868 sheet title: STRUCTURAL DETAILS LPC POST CAP GLULAM BEAM PER PLAN PORCH HEADER PER PLAN HUCQ410-SOS BEAM HANGER COLUMN PER PLAN FRAMING DETAIL BLOCK BETWEEN JOIST BEAM PER PLAN POST PER PLAN VAPOR BARRIER PER ARC 2x4 x 16" GUSSET BOTH SIDES ATTACH TO BEAM AND COLUMN w/ 4-10d NAILS 7 SIMPSON A24, ATTACH WITH 11/2'1 WEDGE ANCHORR / PARABOLT TO FTG & 1/2"x3" LAG TO POST FTG PER PLAN TYP. CRAWLSPACE FRAMING SIMPSON TS22 (OR EQUAL) TOP PLATES (WHERE OCCUR) AT POST) REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 City of Tukwila BUILDING DIVISION BEAM PER PLAN SIMPSON A35 (OR EQUAL) COLUMN PER PLAN TYPICAL BEAM CONNECTIONS '"-1.-0. TWIST STRAP. SIMPSON TS18 BEAM PER PLAN �R BEAM PER PLAN SIMPSON A23 ANGLE revisions: 79-7 CITY V COMMENTS 03/29/18 designer: El drawn: El checked: KR date: 07/06/18 scale: AS NOTED file: 8868-2 sheet #: S-7 WALL WITH FOOTING 7'-6" BELOW GRAD RIM JOIST P.T. SILL PLATE w/ A.B. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. BACKFILL ON BOTH SIDES OF WALL WITH GRADE SLOPE PER SITE PLAN GRADE 12" WIDE (MIN) STRIP OF FREE DRNNING MATERIAL ADJACENT TO WALL CONT. TO FOOTING #4 0 14" o.c. VERT. AT CENTER OF WALL LAP SPLJCE: #4 3 11 O 14o.c. DRAINAGE PER LOCAL JURISDICTION (3) #4 LW 8" 8" FLOOR JOIST PER PLAN (JOIST MAY BE PERP. TO WALL) vla VAPOR BARRIER PER ARCH. PLAN #4 AT 12"o.c. HORIZ. 12" 4 0 14"o.c S.W 2'-4" FOUNDATION WALL DETAIL AT STEEP SLOPE SETBACK M (2) 2X PLATE RIM JOIST WALL WITH FOOTING 9'-6" BELOW GRAD E RIM JOIST P.T. SILL PLATE w/ AB. PER PLAN HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. BACKFILL ON BOTH SIDES OF WALL WITH GRADE SLOPE PER SITE PLAN WALL PER PLAN a 4 4 .. 4 a 4 4 4 a'4 a a a' . a . a. .\// / FOOTING REINF. PER PLAN FOOTING THICKNESS PER PLAN (2) #4x • • 4 a a e O 0_ I UJ e' 1n4 .. 3'-0" MIN. a 4 a 4 4 at• a HORIZ • • 4 a a %X \X/j\ \\�/ \/ \//jam///\// 1'-6' 4 a 4. a 4 e dam 4 4 a . as a a ear 'Oa a ad a 44 a v a 4.' a- '<. 4 a ( ' 4 CONCRETE STEPPED F60'f'ItVG//,/\//\//\//\//\//\//�, (SEE TYP. WALL SECTION FOR FOUNDATION DESIGN) WALL HEIHGT PER PLAN FOOTING REINF. PER PLAN ELEVATION —VA-- FLOOR JOIST PER PLAN (JOIST MAY BE PERP. TO WALL) 1 GRADE cr; aC 12" WIDE (MN) STRIP OF FREE DRAINING MEWL ADJACENT TO WALL CONT. TO FOOTING " #5 0 10' o.c. VERT--st AT CENTER OF WALL LAP SPLICE: #512134" 0 10"o.c. DRAINAGE PER LOCAL JURISDICTION (3) #4 LW VAPOR BARRIER PER ARCH. PLAN #4 AT 12"o.c. HORIZ. 4 0 9"o.c S.W 8" T 8" I 20" 3'-0" M PORCH FOOTING 7'-6" BELOW GRADE FOOTING PER PLAN WALL WITH FOOTING 7'-6" BELOW GRADE HEIGHT BETWEEN GRADE AND TOP OF WALL PER ARCH. PLANS. BACKFILL ON BOTH SIDES OF WALL WITH GRADE SLOPE PER SITE PLAN pww ON W< ma e 1n t0 WO = LU 0 LaiCO Oi � ELlijm V #4 ,e9 "O 18"o.c. #4 0 14" o.c. VERT AT CENTER OF WALL LAP SPUCE: #4 321? 0 14"o.c. DRAINAGE PER LOCAL JURISDICTION (3) #4 LW ONCRETE PORCH/SLAB #4 AT 12"o.c. HORIZ. 0 14"o.c S.W U n CFOUNDATION WALL DETAIL AT STEEP SLOPE SETBACK PER PLAN 'ABU" POST BASE 16" D1a CONCRETE SONOTUBE FOOITNG #3 TIES AT 12 "0 .0 (4) #4 VERTICAL (EQUALLY SPACED) SPUCE: #4 24 LLr 0 EACH VERT 3 #4 EACH WAY n PORCH ROOF FOTTING (AT STEEP SLOPE SETBACK) —0" REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2019 City of Tukwila BUILDING DIVISION ENGINEERING 12930 N.E. Woodinville, (425) 481-6601 TsE 178th STREET WA 98072-5708 • FAX: 481-6371 'P O kl� 4,691 G`5 GNAT. EC5W 03/19 project title: RESIDENTIAL DESIGN SERVICES PLAN #1427 TSE #8868 sheet title: STRUCTURAL DETAILS revisions: \V COMMENTS 03/29/18 designer: El drawn: El checked: KR date: 07/06/18 scale: AS NOTED file: 8868-2 sheet #: S .3