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Permit D18-0056 - CODIGA - LOT C - NEW SINGLE FAMILY RESIDENCE
CODIGA - LOT C 12561 51ST PL S FINALED 3/20/19 D18-0056 Parcel No: Address: Project Name: 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 0179002435 12561 51ST PL S CODIGA - LOT C COMBOSFR PERMIT Permit Number: D18-0056 Issue Date: Permit Expires On: 7/23/2018 1/19/2019 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: CODIGA JAMES 12529 50TH AVE S , SEATTLE, WA, 98178 CARY LANG Phone: (206) 423-5055 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC Phone: (206) 423-5055 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F Expiration Date: 9/26/2018 Lender: Name: CARY LANG Address: 29815 24 AVE SW , FEDERAL WAY, WA, 98023 DESCRIPTION OF WORK: NEW SFR - 2802 SF LIVING SPACE, 577 SF GARAGE, 146 SF PORCH PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. Project Valuation: $402,968.58 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $50,241.17 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA LCurrent Codes adopted by the City of Tukwila: J International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: 1 Water Main Extension: Water Meter: Yes Volumes: Cut: 120 Fill: 10 Number: 1 1 11 Permit Center Authorized Signature: Y g Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit an agree to the conditions attached to this permit. This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. Signature: Print Name: Date: 7/25//4 3( /4 PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. c� o 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of. the City Clerk. 11: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 14: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 15: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 16: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 17: ***MECHANICAL PERMIT CONDITIONS*** 18: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 19: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 20: Manufacturers installation instructions shall be available on the job site at the time of inspection. 21: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 22: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 23: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 24: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 25: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 26: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 27: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 28: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 29: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 30: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 gauge. 31: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 32: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 33: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 34: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 35: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 36: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 37: ***PUBLIC WORKS PERMIT CONDITIONS*** 38: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 39: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 40: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 41: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 42: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 43: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 44: Any material spilled onto any street shall be cleaned up immediately. 45: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 46: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 47: The Land Altering Permit Fee is based upon an estimated 120 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 48: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 49: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 50: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 51: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 52: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 53: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 54: 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. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: Prior to Public Works Final, provide storm drainage as-built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 57: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay under PW permit CXX-OXX. Fee based on 60: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 63: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 64: Per City Ordinance no. 2177 new homes within the Allentown Phase 2 Area are required to pay in full the current fee for the King County Sewer capacity charge, and bring proof of payment to the City's Permit Center prior to Public Work's final inspection approval. 65: Finished floor of House shall be at least one (1) foot above the Allentown flood prone elevation. 61: 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. 62: Conveyance of Public Improvements (water meter box & water service line) shall be signed by the Owner/Applicant as part of the Turnover process; prior to Public Works final. 74: TO SCHEDULE FIRE INSPECTIONS CALL 206-575-4407. 66: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 67: 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). l� 69: 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) 70: 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) 71: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 68: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 72: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 73: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No: 0179002435 Address: 12561 51ST PL S Applicant: CODIGA - LOT C WATER METER INFORMATION Permit Number: D18-0056 Issue Date: 7/23/2018 Permit Expires On: 4/14/2019 DESCRIPTION OF WORK: NEW SFR - 2802 SF LIVING SPACE, 577 SF GARAGE, 146 SF PORCH PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, EROSION CONTROL, WATER METER & WATER SEVICE LINE, SANITARY SIDE SEWER, STORM DRAINAGE, DRIVEWAY ACCESS, UNDERGROUNDING OF POWER, TRAFFIC CONTROL, ALLENTOWN FLOOD PRONE ELEVATION, AND STREET USE. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21840113 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $7,130.00 CITY OF TUKA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: t tG� Date Application Expires: Al"1 Q (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION �(, Site Address: `40 C PROPERTY OWNER Name: J Name: Phone: ax: Address: Address: Email: Seg4. aNAyt„ eer5eo.K c..4 -<re NP I C,1 State: Zip: CONTACT PERSON —person receiving all project communication Name: Address: - 4,,,z�8lS 2....2.1(-W4,,,,, 5 City: ll�,/ ( t..'` -e State: k' Zip: 9e,..02,3 �2.44-23�;,, Phone: ax: Address: Tukwila Business License No.: 0 9 y‘ qy Email: Seg4. aNAyt„ eer5eo.K c..4 -<re NP I City: State: Zip: Ailione: Zip: Phone: Fax: mail: / ect, �/! �(i�i h {Fax: r1 i t ti2g-7% 404'`' GENERAL CONTRACTOR INFORMATION Company Name: 624,...,1, 6 r -.7:271-G W Address: - 4,,,z�8lS 2....2.1(-W4,,,,, 5 City: ll�,/ ( t..'` -e State: k' Zip: 9e,..02,3 �2.44-23�;,, Phone: ax: Cor iVie�.—�aiQ T Exp Date: 7`2,4 /fie Tukwila Business License No.: 0 9 y‘ qy King Co Assessor's Tax No.: 0 0116100104111k 0111 0020147A ARCHITECT OF RECORD Company Name: /_ %'tee Company Name: Address: 22_ f g 9 cg y G3 Z City: B.1 PG4h--1 State: _ Zip: 7pj0!!� Architect Name: Email: Seg4. aNAyt„ eer5eo.K c..4 -<re NP I Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: /_ %'tee Engineer Name: T/ p,, tel` Address: 22_ f g 9 cg y G3 Z City: B.1 PG4h--1 State: _ Zip: 7pj0!!� Phone: 336 i_656— /0) ax: Email: Seg4. aNAyt„ eer5eo.K c..4 -<re NP I LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: S z, F Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION -' 'Noe Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): SGT /U)c,) S, k"vi .5 DETAILED BUILDING INFORAMTION— PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 15t floor 12-1( li 2" floor 15- V Garage Jj carport ■ S 77T Deck — covered ■ uncovered- 1 1.76 Total square footage .95 2-5 o Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES —` INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 7�& fuel type: ❑ electric // [a gas furnace <100k btu appliance vent it ventilation fan connected to single duct / thermostat _____L_ wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: ©FJ Value of plumbing/gas piping work $ Z bathtub (or bath/shower combo) bidet dishwasher floor drain lavatory (bathroom sink) 1 sink water heater (gas) lawn sprinkler system H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh i 3 clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLICWORKS 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. W TER DISTRICT ...Tukwila 0... Water District # 125 ...Letter of water availability provided 0 .. Highline EWER DISTRICT ...Tukwila 0... VaI ley View 0 .. Renton ...Sewer use certificate ❑...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) 0 .. Geotechnical Report 0... Hold Harmless — (SAO) ❑ ...Bond ❑ .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ ...Total Cut ❑ ...Total Fill Cubic Yards Cubic Yards ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size Domestic Water ❑ ...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 REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ ...water 0 ...sewer ❑ ...sewage treatment MONTHLY SER ICE BILLING TO: //�� �/ Name: (�/J� �G Mailing Address: Z� J 2-' 41.6 WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: Day Telephone: f ro (A-4- g a� City State Zip City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 torta PERMIT APPLICATION_ NOTES - ALICABLE TO ALL PERMITS IN THISL ICATTON - Value of construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWN OR AUTHORIZED A�T: Signature: �-v- : Date: Print Name: t 4 '-�' ^' Tr ��� Day Telephone: Mailing Address: +2' 1 cc/(5°- k14 - L". 60- red2-3 2c) —rtz? PST City H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME C o b I C A (Lo'(" C ) PERMIT # t>I 8— 0056, � J /i5 7 510- C'L S If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention 3o o Water/Sewer/Surface Water 1o/7.o / 2,5oo Road/Parking/Access 20 o ! A. Total Improvements 6-46o 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. / 5"7 $250 (1) C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume 120 cubic yards Enter total fill volume /0 cubic yards J $ 151 io (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 ./ 101 — 1,000 V $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1sT 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees o0 $ 3-7 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION 5e (1+4+5) $ 4 -44 - The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 02/21/17 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 7. Pavement Mitigation Fee The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (6) (7) 0 $ �`�' f (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 —1,000 $37.00 for 1s` 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 1s` 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter - Deduct ($25) B. Flood Control Zone ($52.50 - includes Technology Fee) C. Water Meter - Permanent* j l2S D. Water Meter - Water only* / - E. Water Meter - Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ (I 214 °. E. Allentown/Foster Pt Sewer (Ord 2177) $ 120/ +bb °-°-- F. -=F. Special Connection (TMC Title 14) $ - G. Duwamish $ H. Transportation Mitigation $ 1013 - I. Other Fees $ j6. ab S C,45c,al>6 L✓Ar6(Z yA C(. (A -He -6 Total A/through I $ 3S 4;4-- (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 3 `) 9 F 2 - ESTIMATED ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 -12.31.2017 Total Fee 0.75 $625 ✓ $6005 $6630 1 ✓ $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila Receipt Number R15002 DESCRIPTIONS 1 ACCOUNT I QUANTITY PermitTRAK PAID $47,315.24 D18-0056 Address: 12561 51ST PL S Apn: 0179002435 $47,315.24 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $4,121.32 PERMIT FEE R000.322.100.00.00 0.00 $4,116.82 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,420.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $157.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $157.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $238.49 TECHNOLOGY FEE R000.322.900.04.00 0.00 $238.49 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT TOTAL FEES PAID BY RECEIPT: R15002 R401.379.004.00.00 0.00 $11,216.05 `. $47,315.24 Date Paid: Monday, July 23, 2018 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 25693 Printed: Monday, July 23, 2018 11:00 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK$23,962.64 ACCOUNT QUANTITY PAID D18-0026 Address: Apn: 0040000398 $8,067.91 DEVELOPMENT $3,965.26 PERMIT FEE R000.322.100.00.00 0.00 $3,960.76 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,212.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $87.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $87.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $101.27 TECHNOLOGY FEE R000.322.900.04.00 0.00 $101.27 D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 DEVELOPMENT $2,578.06 PERMIT FEE R000.322.100.00.00 0.00 $2,573.56 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,558.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $118.75 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $118.75 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 1 of 2 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTtiRAK ACCOUNT QUANTITY PAID $23,962.64 D18-0034 Address: 13619 53 AVE S Apn: $7,083.12 TECHNOLOGY FEE $157.84 TECHNOLOGY FEE R000.322.900.04.00 0.00 $157.84 D18-0054 Address: 12553 51ST PL S Apn: 0179002410 $2,959.75 DEVELOPMENT $2,709.75 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,709.75 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0055 Address: 12557 51ST PL S Apn: 0179002425 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D18-0056 Address: 12567 51ST PL S Apn: 0179002435 $2,925.93 DEVELOPMENT $2,675.93 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,675.93 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R13947 R000.322.100.00.00 0.00 $250.00 $23,962.64 Date Paid: Wednesday, March 07, 2018 Paid By: CARY LANG Pay Method: CHECK 25377 Printed: Wednesday, March 07, 2018 12:31 PM 2 of 2 SYSTEMS Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2802 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. • Authorized Representative Date All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U-Factorb n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a Ceilingk 49i 0.026 Wood Frame Wall9`' 21 int 0.056 Mass Wall R -Value' 21/21" 0.056 Floor 30g 0.029 Below Grade Wall'' 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. O 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. O 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 0 4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope la 0.5 1b Efficient Building Envelope 1b 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 RECEJIWED ❑ CITY OF TDKWILA ❑ N:a 0 7 2818 ❑ PERMIT CENTER 1.0 0 0 0.5 0 11200 kwh 1.5 0.0 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. 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. b Reserved. ' The second R -value applies when more than half the insulation is on the interior of the mass wall. ' Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information L2-2802 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information 0.20 Ref. U -factor Powder Room 2 0.28 Dining Room 48.0 0.28 Great Room 11.48 0.28 Nook 1 0.28 Nook 6 0.28 Nook 6 0.28 Kitchen 10 0.28 Study 30.0 0.28 Playroom 1 0.28 Playroom 5 0.28 Bedroom 4 3 0.28 Stair s 0.28 Bedroom 2 0.00 0.28 Master Bedroom 1 0.28 Master Bath 4 0.28 Bedrroom 3 2 0.28 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Width Height Qt. Feet Inch Feet Inch 1 3 6 8 Width Height Qt. Feet Inch Feet Inch 1 2 0.0 5 48.0 1 6 11.48 6 1.68 1 8 13.5 6 25.0 1 6 6.30 6 10 20.0 6 30.0 1 20.0 1 5 8.96 5 5.60 1 3 0.0 4 s 1 5 0.00 5 0.00 1 5 0.0 4 0.0 1 2 0.00 4 0.00 1 5 0.0 4 0.0 1 5 0.00 6 0.00 1 5 0.0 4 0.0 1 8 4 1 5 4 1 5 4 Area UA 20.0 4.00 0.0 0.00 Area UA 10.0 2.80 36.0 10.08 48.0 13.44 41.0 11.48 6.0 1.68 25.0 7.00 13.5 3.78 25.0 7.00 22.5 6.30 8.0 2.24 20.0 5.60 30.0 8.40 20.0 5.60 32.0 8.96 20.0 5.60 20.0 5.60 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Ref. U -factor Width Height Qt. Feet Inch Feet Inch MIMI Mil 11111 BMW El MEIN Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating systemsizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 377.0 105:56 Area 0.28 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 397.0 109.56 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information L2-2802 Heating System Type: O All Other Systems Contact Information 0 Heat Pump To see detailed instructions for each section, place your cursor on the word 'Instructions". Design Temperature jAubum 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 Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,802 8.5 Conditioned Volume 23,817 U -Factor X Area = UA 0.30 U -Factor 0.50 415 X Area = Insulation Attic U -Factor X Instructions +R49 0.026 Single Rafter or Joist Vaulted Ceilings U -Factor X Instructions rNo Vaulted Ceilings in this project Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate R-38 Below Grade Walls (see Figure 1) Instructions No Below Grade Walls in this project. Slab Below Grade (see Figure 1) Instructions No Slab Below Grade in this project. Slab on Grade (see Figure 1) Instructions Location of Ducts Instructions No Slab on Grade in this project. Unconditioned Space U -Factor X 0.056 U -Factor X 0.025 U -Factor X 124.50 UA Area = UA 1,671 Area Area 2,471 Area 1,671 Area 43.45 UA UA 138.38 UA 41.78 UA F -Factor X Length UA F -Factor X Length UA Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX AT Air Leakage Heat Load 11,575 Btu / Hour VolumeX 0.6X AT X.018 Building Design Heat Load 27,239 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 29,963 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X1 Maximum Heat Equipment Output 41,949 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 45 348.10 15,664 Btu / Hour FILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 4 2018 City of Tukwila BUILDING DIVISION Plan L2-2802-3 February 14, 2018 Job No. : 11-076 Location: Parcel C, 51st Place South Tukwila, Washington Copyright 2018, SEGA Engineers RECEIVED CITY OF TUKWILA CI 7 2;$ PERMIT CENTER SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"a PL (360) 886-1017 Black Diamond, WA 98010 PtSxYb STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers,, Project L2-2802 / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15 psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph No) KZt 1.00 Exposure B Seismic Design Category D SDS 1.00 Response Factor 6.5 Cs = 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf Copyright 2016, SEGA Engineers SEGA Engineers, / Structural & Civil 22939 SE 292nd PL Black Diamond, WA 98010 Consulting Engineers (360) 886-1017 Project L2-2802 Job No. 11-076 By: GAT Checked Date: • 10/21/11 Sht 1 LOADS ROOF DL LL FLOOR DL LL DECKS DL LL WALLS DL Copyright 2011, SEGA Engineers Roofing (Comp) 1/2' OSB 2x @24" Insulation 5/8' GWB Misc. Snow, Pf Reduction, Cs 6/12 pitch = 27 deg Total Roof Load Flooring 3/4' Plywood 2x12@16"oc 5/g" GWB Misc. Residential Total Floor Load 2 x Decking 2x10@16"oc Misc Residential Total Deck Load Siding 1/2 Plywood 2x6@16"oc Insul 1/2" GWB 3.5 psf 1.8 3.5 1.1 2.8 1.5 14.2 psf 25 psf (115% Load Duration) 0.00 (Ct = 1.1, other surfaces) 39.2 psf 0.5 psf 2.3 3.3 2.8 1.5 10.4 psf 40 psf 50.4 psf 4.3 psf 2.8 1.5 8.6 60 -49-psf 65,6 -,48 fi psf _ 3.5 1.5 psf 1.7 0.6 2.2 9.5 psf SEGA Engineers / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 PROJECT Lz— Zep,z— GL JOB NO. CHECKED BY �>z e— MA -Sint � 2. 48A - w= CszL 4&rA = 1) 1 t F' ri (Ii zyn 8')z _ 9, (Dow. 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JOB NO. 11_07 FIGURED BY ( 4y 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY fiZ '1lI- LArl) 1L F'G04 lc_ 3, X17 Fi u/ Ivo o(. wi = C/1'9+1) )1 (7g,'"- IJJL (±271.)( sQ7fF) = DATE/91141i/ SHEET OF r T 5,2!K w-') (-19P) - ( 7c-11)(e-°.1r/')(j: Z1 Lis/� o,4S( 8.61;" - 1, L33 )Io?1L),�,z 23 G1 U� iairr �'c = Cl`—: )C50?1r) 3/1- (4,)(44,,z10-= 3/1-644 (k )(4k,,zi)- - 0 it-ic t = (/ ( 4 ,%))) Cz` t%31' 63t-4, wL ' \t-0( 5c, PIP) t%loovLT t' 1(4-op.r) ( Z ( q,11(9,(A0Prkii.li -3 iYifr t =c : ( L 1- 0,(, l- F.,41 (t1 : Z, o 75 5,i t k0 - , 5'2'` Tz -t1 oK P 5 Viz- k1-5- 5' 74,4 /"3m t. 3 —Li)r2 01'77 0 eJ "114 ( 4 -)'SP) fel C5.9")(zrcA-).:_ ZS V= 11` (/3 (let ) L7, -S51 = Lo Sz ,,-v 3 k t Copyright 2011, SEGA Engineers 3, 7.-t SEGA Engineers PROJECT Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 CA— JOB NO. I D7c• FIGURED BY crfi5 CHECKED BY DATE x/1/4 SHEET 41,, OF P . 01 LL w = L 1kv_ 4o psn = zes iore,z r Aj t /I/3 ✓- 4- 5'611 ifj/-CC u S ri 73v Gov ,t n4/ L::i ! d(JP1 31L o, 4� l� j'v1FT') Cg) z ` �b rat, P /11 e )= J ` 4,,51. = r)77,( 151..L 71)1. = 7-1S )/o3IC` icb Copyright 2013, SEGA Engineers Wiz rn exZ c'1 C-1/5 or SEGA Engineers/ Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W R where, F = 1.1 Two -Story Building Sps =1.00 SS = 1.5 Fa = 1.00 R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroot = Wfloor = Eq. 12.14-11 (Table 11.4-1, Ss> 1.25) (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips (30ft) (58ft) (14psf)+ (2) (30ft+ 58ft) (8.5ft) (9.5psf) = 39 kips Design Base Shear , V = ( .169) (71 kip) = 12.1 kip E = 12.1 kip = 8.6 kip 1.4 W total = 71 kips WIND Design Wind Pressure, ps = A Kn Ps30 Eq. 28.6-1, Sect. 28.6.3 where, = 1.00 = 1.00 = 1.00 = 1.00 = 1.05 0-15ft 20 ft 25 ft 30 ft 35 ft Exposure B Figure 28.6-1 Kn = 1.00 Section 26.8 p30 = 17.7 psf 110 mph Figure 28.6-1 (ASD) Po . 15 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P20 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P25 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) P30 = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pas = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vvib= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30 ft) (1 ft) (18.6 psf) =13.8 x 0.6 = 8.3 kips Therefore, VAS= (60ft) (10ft) (17.7psf) + (58ft) (5ft) (17.7psf) + (54 ft) (5ft) (17.7 psf) + (20 ft) (5ft) (17.7 psf) =22.3 x 0.6 = 13.4 kips Seismic Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 10/21/11 Sht. LATERAL LOADS - (cont'd) Distribute Seismic Loads Over Height Maximum Base Shear, V = 8.6 k Fx = wx V (Eq. 12.14-12) W Froot= (32.9) (8.6k) = 4.0 kip ( 71.4 ) Ffloor = ( 38.6) (8.6 k) = 4.7 kip ( 71.4 ) Fx = 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY LZM- Z(.9z - L 7 L FIGURED BY G A -r DATE/i%•411( SHEET 7.OF SHS WytkA_ siUj zk Pr,c17. 4'"37•.1— 2,010 o 4/3-7. S' = 531' 11,A2.0e_ • Zk : 4-13 f- = r' I t Z 5 = c��•�r Pic 1 � 2 l4J4-14- 2- 120-0E--- 12LD-oF-- tJ = Z e- Zto•j' f_ 4 ' " 5fr Z.)0001 397444 f� 5 FL-to_°V• ty i-, 3 So 4;1, /°5(14i e 3Sdio. tt Copyright 2011, SEGA Engineers )L,<-1,00 b - 'LI OV i`r- s' ,3SP4 \ -f 5 XI-, 5 t I' , -3• r , 5' IL S • l� •y 7-&,( =br7 R, l.s nw S SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 �+ (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE //7-41// SHEET OF JOB NO. LZM- 7,Q,oz —(-0'7Lo FIGURED BY CRkr (co Nr S N A,z/4-t-3 59(74401 t447-)4 3o42, / z ) Pie D VF= 3)d�Z i ( )(1o')(o,41'J .5jpzz) 0),= Got+(1r ZZ �z' : 4z (1 )t%4 .)- /1 r 2111' ' I1' gf er 8 toqe8 /-1 (Z%)k )(,o''1111 } (.5 1[(1)11,510 Cfr�}i (l iU°1CPIA1 ` 31771 IP 41 5/2:7(o1" 1b,,11 C> 5�4' h1 t s 2 Wi4 tt- 4 (FL�LK R Vo_t -)(1.')cioi,fr'')+(i)�(s`')1/0,4P)3 (s'1(jo,)_/-,)l' 3,017# tr ' 6 4' Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. L z i )-Y7L FIGURED BY `-1 /4.7- (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 5,� Ait \k/ tL ilS/ rJ 6t,'7 DATE (1 J SHEETOf OF qq' £(/3911 f/4,- 47G. ML S>► �- 1 /4tiL & Ft'" U1.-- C L) (id) (i(9, ))4(1 =3 -S��/�S'/2 rI° 3 - '71�, Copyright 2011, SEGA Engineers c)-)pot F� u' N zt, ez 71,t3 14111- L !` ,/ SEGA Engineers /Structural & Civil Consulting Engineers PROJECT L2 -2S02-3 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. (380) 888-1017 • FAX 888-1018 11-016 FIGURED BY GAT CHECKED BY DATE 01/00/14 SHEET 10OF 10 SHEAR WALL KEY PLAN SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) P> I1/2" I> 1/2" OSB or CDX OSB or CDX 1/2" OSB or CDX See Detail 8d @ 6" o.c. 8d @ 4" o.c. 8d @ 3" o.c. 12/S2.0 for Construction 5/8" @ 60" o.c. 5/8" © 32" o.c. 5/8" @ 16" o.c. Qall = 230 plf Qall = 350 plf Qall = 450 plf Use minimum 3x studs at abutting panel edges and stagger nails. Notes: All walls designated " "" are shear walls. Exterior walls shall be sheathed with rated sheathing (24/0, OSB or CDX) and nailed at all panel edges (Blocked) per schedule (uno). Nailing at intermediate framing to be at 12" oc. Nailing not called out shall be per IBC Table 2304.9.1. 1) 2) Holdowns and other framing hardware by Simpson or equal to be used per plan. Ends of shear walls shall use double studs minimum (UNO). 3) Use minimum of (2) bolts per sill piece with one bolt located not more than 12" nor less than 5" from each end of the piece. Embed bolts a minimum of 7" into concrete. 4) Allowable loads are permitted to be increased by 40% for wind design in accordance with IBC Section 2306.3. T R• Geotechnical Engineering Report 51st P1 S Development FILE 125XX 51st Pl S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 RECEIVED r �Y February 19, 2018 prepared for: MAR 092018 TUKWILA PUBLIC WORKS Cary Lang Construction Attention: Cary Lang 29815 24th Ave SW Federal Way, Washington 98023RECEIVED CITY OF TUKWILA prepared by: i a P7 2018 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED JUN 042018 City of Tukwila BUILDING DIVISION Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1175 -T18 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 4 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions and Infiltration Rate 4 3.5 Seismic Conditions 5 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 6 4.1 Site Preparation 6 4.2 Spread Footings 8 4.3 Slab -On -Grade -Floors 10 4.4 Asphalt Pavement 10 4.5 Structural Fill 11 5.0 RECOMMENDED ADDITIONAL SERVICES 13 6.0 CLOSURE 13 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils 5 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pits TP -1 and TP -3 A -2...A-4 APPENDIX B Laboratory Testing Results i MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 February 19, 2018 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 51st P1 S Development 125XX 51st P1 S Tukwila, Washington P/Ns 0179002410, 0179002425, 0179002430, 0179002435, 0179002464, 0179002450, 0179002501, 0179002255, 0179002251 MGI Project P1175 -T18 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of your proposed residential developments in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of nine adjacent, undeveloped residential parcels located towards the southern terminus of 51st P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The parcels are largely located along the west side of 51St PIS, between this roadway and 50th PIS. Two smaller parcels, however, are located along the east side of the roadway; directly adjacent to its southern terminus. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots; with five being located along the west side of 51st P1 S, and one along the east side. The proposed lot configuration is indicated in the attached Figure 2; with the lots being designated as Lot A through Lot F. The subject properties encompass a total area of 0.98 -acres. Page 1 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51" PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Improvement plans involve the clearing/stripping of the subject properties, and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st PI S will also have to be extended, which, as we understand, will be implemented as part of this development. 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on January 4, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Three test pit explorations (designated TP -1 through TP -3), advanced on January 4, 2018; • One grain -size analysis performed on a soil sample collected from our subsurface explorations; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test pits. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP -1 TP -2 TP -3 North end of the project area, between Lots A & B South end of project area, between Lots C & D East side of 51st P1 S, center of Lot F 10 10 10 The specific number and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tired backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. Migizi Group, Inc. Page 2 of 13 Cary Lang Construction —51st P] S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018. P1175 -T1.8 The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration logs. Summary logs of our explorations are included as Figures A-2 and A-4. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of nine adjacent, undeveloped residential parcels located towards the southern terminus of 51St P1 S, towards the southeast corner of the Allentown neighborhood of Tukwila, Washington. Preliminary design information provided to us indicates that these nine parcels will be consolidated into six developable residential lots, designated Lot A through Lot F. These individual lots will have an areal extent which ranges from 6,500 — 8,612 sf. The project area is located northeast of a southwesterly bend in the Duwamish River, with the subject properties being as close as ± 200 feet to the waterway. The space located immediately within this bend is occupied by Codiga Park. The project area is bound on the south and west by 50th P1 S, on the north by developed residential sites, and on the east by the large BNSF Intermodal property. Lot F, the only lot proposed along the east side of 51st PIS, is the only lot which shares an immediate border with the BNSF property. This border is marked by a shallow ravine, which contains a seasonal ancillary stream that feeds the Duwamish River from upland properties further to the northeast. This ravine is approximately 10 to 12 feet deep and contains localized gradients of 50 to 60 percent. It's apparent through field and soil observations across this region that this slope proponent is manmade and resultant from extensive fill placement observed across the project area. Given the fact that it is manmade, it is also exempt from developmental restrictions related geological hazards, as imposed by county and/or municipality regulations. We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of this slope break. The remainder of the project area is relatively level, with minimal grade change observed over its extent. The area between Lot D and Lot F, occupied by the right-of-way of 51St P1 S, forms a small knoll, sitting approximately 5 to 10 -feet higher than that of adjacent grades. This region will be leveled out during grading for the extension of 51st P1 S. At the time of our site visit, it was apparent that the project area had recently been cleared, with scattered stockpiles of organic materials being present across the subject properties. Vegetation consisted primarily of tall grasses and blackberry bushes, with scattered thin deciduous trees also being present. Migizi Group, Inc. Page 3 of 13 Cary Lang Construction — 51'' P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 No hydrologic features were observed on site, such as seeps, springs, ponds and streams. As noted above, a seasonal ancillary stream channel is present immediately offsite to the east. 3.2 Soil Conditions Our test pit explorations revealed relatively consistent subgrade conditions across the project area, generally consisting of a variable amount of fill material overlying native, alluvial soils, deposited by the nearby Duwamish River; with the project area being located within its archaic flood plain. Fill material was encountered at surface elevations in all three of our test pit explorations, extending to depths of 4 to 5 feet across the west side of the project area (TP -1 and TP -2), and upwards of 10 feet within the center of Lot F (TP -3). Fill material was generally encountered in a medium dense in situ condition and was comprised of gravelly silty sand with some asphalt and/or concrete debris. Alluvium generally consists of poorly consolidated sediments comprised of fine sand, silty sand, and silt with intermittent peat deposits. Native soils encountered onsite were generally poorly consolidated and fine-grained, ranging in composition between silty sand to fine sand. Native sands were encountered at a depth of 7 feet in both test pit explorations TP -1 and TP -2, extending through the termination of each exploration; a maximum depth of 10 feet. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the U.S. Department of the Interior U.S. Geological Survey (USGS) (2004), the project site is mapped as containing Qal, or Quaternary Alluvium. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. 3.3 Groundwater Conditions We did not encounter groundwater in any of our subsurface explorations, which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 12/ to 15 feet below existing grade. Seasonally perched groundwater, however, will likely be encountered at shallow depths during extended periods of wet weather due to the poor permeability of existing fill material. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions and Infiltration Rate As indicated in the Soil Conditions section of this report, fill material is present at surface elevations across each proposed residential lot, extending upwards of 5 feet below grade within Lots A-E, and at least 10 feet deep within Lot F. Immediately below this material in Lots A-E, native, fine silty sand is present, extending through a depth of 7 feet. Below 7 feet at this location, native soils grade to fine sand with silt, which our grain size analyses (presented in Table 2, below) indicates contains a relative fines content (percent silt/clay) of approximately 11 percent. Migizi Group, Inc. Page 4 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T1.8 The results of our soil grain size analyses are presented below, and the attached Soil Gradation Graphs (Appendix B) display the grain -size distribution of the samples tested. TABLE 2 LABORATORY TEST RESULTS FOR NON-ORGANIC ONSITE SOILS Soil Sample, Depth % Coarse Gravel % Fine Gravel % Coarse Sand Medium Sand % Fine Sand % Fines Dio TP -1, S-2, 7 feet TP-2, S-1, 7 feet 0 0 0.1 0.1 0.2 1.6 1.2 7.5 87.6 80.2 11.0 10.5 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. For Lots A-E, site produced stormwater should be managed through the introduction of dispersion systems or limited infiltration. If limited infiltration is utilized, trench or drywell dimensions should be as per recommendations found in Sections C.2.3.3 or C.2.3.4 of the King County Surface Water Design Manual (KCSWDM). If retention facilities are constructed within the intermittent silty sand stratum encountered at a depth of 4 to 7 feet, the USDA classification of loamy sand should be utilized for facility sizing, and if the facilities extend down to the fine sand stratum (below 7 feet), the USDA classification of sand should be utilized for design. Limited infiltration should not be utilized in Lot F given the presence of extensive fill soils underlying this region. More creative means should be implemented to manage stormwater for this lot. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class D, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: S5 = 1.494 g SMS = 1.494 g SDs = 0.996 g Si = 0.560 g SMI = 0.840 g SDS = 0.560 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.49 g and Sa at a period of 1.0 seconds is 0.84 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 1.00 g and Sa at a period of 1.0 seconds is 0.56 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most Migizi Group, Inc. Page 5 of 13 Cary Lang Construction — 51" PI S Development, 1.25XX 51"t P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 susceptible to liquefaction. No saturated, poorly consolidated granular soils were encountered throughout the course of our test pit explorations. We interpret site soils as having a low potential of liquefying during a large-scale seismic event. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the subject properties and the construction of a single-family residence within the confines of each residential lot. To provide access to the southernmost of these lots, 51st P1 S will also have to be extended, which, as we understand, will be implemented as part of this development. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structures appear feasible from a geotechnical standpoint. • Setback: We recommend that foundation elements for the residential structure proposed within Lot F maintain a minimum structural setback of 15 -feet from the edge of the slope break. • Foundation Options: Foundation elements for the proposed residences should be constructed on medium dense or denser undisturbed native soils, or on structural fill bearing pads extending down to these soils. In our opinion, existing fill soils are suitable for foundation support and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections for the proposed residences should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Migizi Group, Inc. Page 6 of 13 Cary Lang Construction — 51" Pl S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018. P1175 -T18 Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our subsurface explorations indicate that the organic horizon can reach thicknesses of up to 10 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that site excavations will predominately encounter moderately consolidated fill soils at shallow elevations, and poorly consolidated fine-grained soils with depth, both of which can be readily excavated using standard excavation equipment. Dewatering: Our explorations did not encounter groundwater within their termination depths, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11 H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Migizi Group, Inc. Page 7 of 13 Cary Lang Construction — 515' P1 S Development, 125XX 51s1PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: Underlying a surface mantle of sod and topsoil, existing fill material was encountered, being comprised of gravelly silty sand with scattered debris, and extending upwards of 5 feet below grade across much of the site. These soils are moderately moisture sensitive and will become increasingly difficult to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over-saturation of the material, and moisture conditioning should be expected. • Native Alluvium: Underlying existing fill material, native alluvium consists of fine silty to sand with silt, generally becoming cleaner with depth. As with the fill soils, this material should be considered moderately moisture sensitive, and will become increasingly difficult to reuse under wet -weather conditions. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/2H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed residences if the subgrade is properly prepared. We offer the following comments and recommendations for spread footing design. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 8 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Bearing Subgrades: Footings should bear on medium dense or denser, undisturbed native soils which have been stripped of surficial organic soils and vigorously surface compacted, or on properly compacted structural fill bearing pads. In our opinion, existing fill soils are suitable for foundation support, and we anticipate that adequate bearing soils will be encountered within 2 feet of existing grade. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be overexcavated and replaced with suitable structural fill. Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on moderately consolidated recessional outwash soils can be designed for a maximum allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short-term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non-organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. Migizi Group, Inc. Page 9 of 13 Cary Lang Construction — 51st P1 S Development, 125XX 51st P1 S, Tukwila, WA Geotechnical. Engineering Report February 19, 2018. P1175 -T18 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used in the proposed residences if the subgrades are properly prepared. Floor sections for the proposed structures should bear on medium dense or denser native soils or on a properly compacted structural fill subbase. In our opinion, existing fill soils are suitable for slab support, and we anticipate that adequate bearing soils will be encountered within two feet of existing grade. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: Surface compaction of all slab subgrades is recommended. If a subbase is required, it should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the subgrade. Ideally, this capillary break would consist of a 4 -inch -thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. Vertical Deflections: Due to elastic compression of subgrades, soil -supported slab -on -grade floors can deflect downwards when vertical loads are applied. In our opinion, a subgrade reaction modulus of 250 pounds per cubic inch can be used to estimate such deflections. 4.4 Asphalt Pavement We offer the following comments and recommendations for asphalt pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Existing fill soils appear amenable to pavement support, and we do not anticipate the need for any localized over - excavations. We recommend limiting the subgrade preparation to times of dry weather. All soil subgrades should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated a maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D-1557), and all soils below 2 feet should be compacted to at least 90 percent. Migizi Group, Inc. Page 10 of 13 Cary Lang Construction — 51s1 P1 S Development, 125XX 51.5' PIS, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Minimum Thickness Section Automobile Parking Area Driveways and High Traffic Areas Asphalt Concrete Pavement 2 inches 3 inches Crushed Rock Base 4 inches 6 inches Granular Structural Fill or Cement - Treated Base 24 inches 24 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20 -year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20 -year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.5 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Migizi Group, Inc. Page 11 of 13 Cary Lang Construction - 515' P1 S Development, 125XX 51St P1 S, Tukwila, WA Geotechnical Engineering Report February 19, 2018. P1175 -T1.8 Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) Minimum Comp action 95 percent 90 percent 95 percent 95 percent 95 percent 90 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in-place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. Migizi Group, Inc. Page 12 of 13 Cary Lang Construction — 51St P1 S Development, 125XX 5151 PI S, Tukwila, WA Geotechnical Engineering Report February 19, 2018 P1175 -T18 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. Zach L. Logan Staff eologist Migizi Group, Inc. Page 13 of 13 James E. Brigham, P.E. Principal Engineer IRO! map printed on 02/16/18 from 'Untided.tpo' 122°19,000' W 122018,000 W 122°17,000' W 122°16,000' W 122°15.000' W 3‘ 122°14,000' W WGS84 122°13,000' W z 0 0 0 0 0z000 N ir4171—tit .0 AT 7 :741.7"m op.rito7t.:1 - 44 iffrl — ifq"111 z 0 0 0 0 0 \ w',41b721Iek, \ 7,1Focrip \th.7 11(05_ _ A ‘11,gra• z 0 0 0 6 N N 1 St \ iiill'At V Ong& EMPRII iv itonifffint7 ' 122°19.000' W 122°18.000' W TN 16T 122°17.000' W o o 10Ifffi 111 i!S \ 122°16,000' W 5 t 122°15.000' W 122°14.000' W WGS84 122°13,000' W 1w1!ta *ha Map clegethrilh TOPOIC003NationilGtogaphk (msriatifislyopplic.counopo) Location Job Number Figure 125XX 51st PI S Tukwila, Washington P1175 -T18 1 P.O. Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 02/16/18 stot‘#'1;' 1/ • i d - / •�•/I / i /X / /1 f/ / / a, d� 1 PROJECT SHEET TITLE: Sit, U co C co Q p O) O L O .I -o cm 0 co G a_ 1— APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 a 0 Z 0 z z z z MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS CLEAN LITTLE OR GW .M.111 ••��'. • '..' 4 WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF WITH NO FINES GP ° < )p: D: POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THAN GRAVELS WITH GM o j'° < SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES GC . 1` �,/ ! CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY U CLEAN SANDS SW :°.°:•:. WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP .' ,'. POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN SANDS WITH SM • ••• SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES NO. 4 SIEVE OVER 15% FINES SC .•: CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY SILTS AND CLAYS LIMIT LESS THAN 50 CLjLIQUID INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL — _ ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MHINORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH A INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ± ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt ' :\ „ i, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R -Value 8/ Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial 1VI Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability a Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 Migizi Group, Inc. p� w� Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 Tacoma, WA 98448 PAGE 1 1 Telephone: 253-537-9400 Figuree A-2 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION - - - - - - _ _ 2.5 GB S-1 GB S-2 i„, L, 0 i, Sod and topsoil 0.8 SM • • .x. �i♦� dZ3.0 �4 ♦i♦� ♦pp (SM) Gray/brown silty sand with some gravel (dense, moist) (Fill) - - 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 4.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 7.5 SP - SM (SP -SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. j w Migizi Group, Inc. TEST PIT NUMBER TP-2 PO Box 44840 OF 1 Tacoma, WA 98448 PAGE 1 Telephone: 253-537-9400 Figuree A-3 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175-T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER ui U ui GRAPHIC LOG MATERIAL DESCRIPTION - - - 2.5 GB S-1 ,", , `` !, 0 f, — Sod and topsoil 0.8 SM • • w •x.: .4'.• o••r. •,, �� •0•, (SM) Gray/brown silty sand with some gravel and asphalt debris (dense, moist) (Fill) 3.5 _ - - 5.0 SM (SM) Blue/gray silty sand with some gravel (medium dense, moist) (Fill) 5.0 - - _ - 7.5 SM (SM) Brown fine silty sand (loose, moist) (Alluvium) 7.0 SP- SM (SP-SM) Brown fine sand with silt (loose, moist) (Alluvium) 10.0 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. la Migizi Group, Inc. TEST PIT NUMBER TP -3 PO Box 44840 Ow Tacoma, WA 98448 PAGE 1 e 1 Telephone: 253-537-9400 Figure A-4 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 51st PI S Development Geotech PROJECT NUMBER P1175 -T18 PROJECT LOCATION 51st PI S, Tukwila, WA DATE STARTED 1/4/18 COMPLETED 1/4/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Mini Excavator AT TIME OF EXCAVATION --- LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH o (ft) SAMPLE TYPE NUMBER U vi GRAPHIC LOG MATERIAL DESCRIPTION - - _ 2.5 0.3 Sod and topsoil SM .O`.• 44 ••• • tid• .. O,•• ti�0 O••i �Q•� •0��0 OOiO iD••O Oi 400' i00 4 O ,00 • (SM) Gray/brown silty sand with some gravel and concrete/asphalt debris (dense, moist) (Fill) 5.5 _ - 5.0 _ _ - 7.5 SM (SM) Gray/brown fine silty sand with some gravel (medium dense, moist) (Fill) 10.0 - - - 10.0 No caving observed No groundwater seepage observed The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1075 -T18 Tested By: ZLL Date: 1/8/18 Boring #: TP -1 Sample #: S-2 Depth: 7 feet Moisture Content (%) 15.3% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 99.7 No. 20 (.850 -mm) 99.5 No. 40 (.425 -mm) 98.6 No. 60 (.250 -mm) 83.7 No. 100 (.150 -mm) 41.3 No. 200 (.075 -mm) 11.0 ASTM Classification LL PI D10 D30 0.12 D60 0.19 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.2 Medium Sand 1.2 Fine Sand 87.6 Fines 11.0 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-1 Soil Classification Data Sheet 3" 1.5' 3/4" U.S. 3/8" Standard Sample 4 10 Distribution Sieve Sizes 20 40 60 100 200 —•—Sample Distribution 100 • • • • • 90 80 70 c 60 N sn us a 50 c m ;' a) 40 a 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI 0111 GROUP Sample Distribution Job Name: 51st PI S Development Sample #: S-2 Job Number: P1075 -T18 Date: 1/8/18 Figure: B-2 Tested By: ZLL Depth: 7 feet Exploration #: TP -1 Particle Size Analysis Summary Data Job Name: 51st PI S Development Job Number: P1175 -T17 Tested By: ZLL Date: 1/8/17 Boring #: TP -2 Sample #: S-1 Depth: 7 feet Moisture Content (%) 12.6% Sieve Size Percent Passing (%) 3.0 in. (75.0) 100.0 1.5 in. (37.5) 100.0 3/4 in. (19.0) 100.0 3/8 in. (9.5 -mm) 100.0 No. 4 (4.75 -mm) 99.9 No. 10 (2.00 -mm) 98.3 No. 20 (.850 -mm) 96.9 No. 40 (.425 -mm) 90.8 No. 60 (.250 -mm) 44.9 No. 100 (.150 -mm) 17.7 No. 200 (.075 -mm) 10.5 ASTM Classification LL PI D10 D30 0.19 D60 0.30 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 1.6 Medium Sand 7.5 Fine Sand 80.2 Fines 10.5 Total 100.0 Group Name Brown poorly graded sand with silt Symbol (SP -SM) (loose, moist) Figure B-3 Soil Classification Data Sheet Sample Distribution U.S. Standard Sieve Sizes Sample Distribution 100 3" 1.5" 3/4" 3/8" 4 10 20 40 60 100 200 —•— 90 80 70 a)60 coc a 50 d 12 40 o a 30 20 10 0 1000 100 10 1 0 1 0.01 0.001 Particle Size (mm) MIGIZI liiiljf GROUP Sample Distribution Job Name: 51st PI S Development Sample #: S-1 Job Number: P1175 -T17 Date: 1/8/17 Figure: B-4 Tested By: ZLL Depth: 7 feet Exploration #: TP -2 MiTek' Re: B1801103 L2-2802-3 FILE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K4337675 thru K4337692 My license renewal date for the state of Washington is September 28, 2018. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 04 2018 City of Tukwila BUILDING DIVISION March 6,2018 Zhao, Xiaoming IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 under my direct supervision RECEIVED CITY OF TUKWILA 0 7 2to18 PERMIT CENTER MC -0051, Job Truss Truss Type Qty Ply L2-2802-3 K4337675 B1801103 A01 GABLE 1 1 + 1 Job Reference (optional) ProBuild Arlington, I1-7-13 6-6-0 1-7-13 6-6-0 4x6 Arlington,WA 98223 11-0-0 14-0-0 I 20-1-15 4-6-0 3-0-0 6-1-15 4.55 12 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:07 2018 Page 1 ID fPVdnE_YkwaL30Gt8ugRs7yvar_-sO6VaWsCx801 bt_3PMQUC90yY0XfEiuVbaWpdfzduXY 26-6-0 32-10-1 39-0-0 44-0-0 47-6-0 I 53-0-0 514-7-1� 6-4-1 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 5x8 = 18 19 20 21 22 4x8 11 75 74 73 72 71 8x8 =- 2.00 2.00 12 70 69 68 66 65 64 63 62 61 60 59 58 57 67 8x8 8-1-4 15-9-0 20-1-15 32-10-0 8-1-4 7-7-12 4-4-15 12-8-1 56 55 54 52 51 50 49 48 47 53 4x8 = 39-10-0 8x8 = 46 45 44 43421 8x8 = 46-2-4 40 53-0-0 Scale = 1:94.6 4x6 38 39 o M A/4„,.... n\ Io 7-0-0 6-4-4 6-9-12 Plate Offsets (X.Y)-- [2:0-7-14,0-0-3]. [2:0-0-14,2-7-7]. [42:0-4-0,0-0-0], [53:0-3-0,0-2-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.20 BC 0.04 WB 0.11 (Matrix) DEFL. in (loc) I/defl Vert(LL) -0.00 39 n/r Vert(CT) -0.00 39 n/r Horz(CT) 0.01 38 n/a L/d 180 120 n/a PLATES GRIP MT20 185/148 Weight: 398 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 66-72,47-53,53-66: 2x6 DF No.2 OTHERS 2x4 HF Stud *Except` 20-58,19-59,18-60,17-61,16-62,15-63,21-57,22-56, 23-55,24-54,25-52 WEDGE Left: 2x4 HF No.2 REACTIONS. All (Ib) - Max Max Max BRACING - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 bearings 53-0-0. Horz 2=-128(LC 9) Uplift All uplift 100 Ib or less at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except 41=-212(LC 3) Gray All reactions 250 Ib or less at joint(s) 72, 42, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 57, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43 except 2=320(LC 1), 38=320(LC 1), 75=469(LC 19), 40=476(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-75=-329/90, 37-40=-328/90 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 74-75,72-73,40-41. 1 Row at midpt 20-58, 19-59, 18-60, 17-61, 21-57, 22-56, 23-55 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 72, 38, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 71, 73, 74, 75, 56, 55, 54, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 40 except (jt=1b) 41=212. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 72, 42, 67, 68, 69, 70, 71, 73, 74, 75, 46, 45, 44, 43, 41, 40. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` 250 Klug Circle Corona, CA 92880 JobTruss Truss Type Qty Ply L2-2802-3 K4337675 B1801103 A01 GABLE 1 1 ++ Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:08 2018 Page 2 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-LagtostgiS8uD1 YFz3xjINY7IQtuz98egEGM95zduXX ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 JobTruss Truss Type Qty Ply L2-2802-3 K4337676 81801103 A02 SPECIAL TRUSS 5 1 t 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 6-6-0 1 11-0-0 14-0-0 15-9-01 20-1-15 1-7-13 6-6-0 4-6-0 3-0-0 1-9-0 4-4-15 2x4 3x8 4.55 1112 3x6 26-6-0 6-4-1 1 5x8 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:09 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-pmEF?CuSTmGIrB7RXnSyHa58_gzWiRPo2u0whXzduXW 32-10-1 39-0-0 44-0-0 1 47-6-0 53-0-0 5§-7,13 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 7-13 3x6 3x8 5x12 2x4 Scale: 1 /8"=1' 5x16 4x8 II 2.00 12 21 10x16 MT2OHS = 20 19 10x16 MT2OHS = 5x12 = 2918 17 8x8 = 8-1-4 1 15-9-0 1 20-1-15 32-10-0 I 39-10-0 8- -4 7-7-12 4415 12-8-1 7-0-0 Plate Offsets (X,Y)-- [2:0-3-3.Edge112:0-0-14,2-7-7], [14:0-3-3.Edge]. [16:0-8-0 0-5-8]18:0-4-0.0-4-8]. [21:0-8-0 0-5-41 10x16 MT2OHS = 46-2-4 6-4-4 10x16 MT2OHS = 53-0-0 6-9-12 1.4 7 0 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.84 BC 0.97 WB 0.81 (Matrix -M) DEFL. in (loc) Udefl L/d Vert(LL) -0.7818-19 >812 240 Vert(CT) -1.39 18-19 >457 180 Horz(CT) 0.49 14 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 297 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5,11-15: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 20-21,17-18,18-20: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-20,6-19,12-17,10-17,13-16,3-21: 2x4 HF Stud 4-20: 2x4 DF 2400E 2.0E WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=2390/0-5-8, 14=2399/0-5-8 Max Horz 2=-128(LC 9) Max Uplift2=-91(LC 8), 14=-91(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9037/328, 3-4=-8835/292, 4-5=-4475/117, 5-6=-4409/136, 6-7=-3970/117, 7-8=-4007/182, 8-9=-4008/183, 9-10=-3999/113, 10-11=-4627/146, 11-12=-4736/135, 12-13=-8678/206, 13-14=-8802/239 BOT CHORD 2-21=-374/8511, 20-21=-217/5766, 19-20=-87/4110, 19-28=0/2921, 28-29=0/2921, 18-29=0/2921, 17-18=0/4322, 16-17=-81/6005, 14-16=-170/8246 WEBS 7-19=-417/119, 6-20=-36/510, 9-18=-483/137, 6-19=-757/110, 12-17=-1989/105, 8-19=-124/1416, 8-18=-127/1418, 10-18=-853/125, 10-17=-6/425, 12-16=-31/3167, 4-20=-2067/160, 4-21=-111/3577 Structural wood sheathing directly applied or 2-1-4 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 20-21. 1 Row at midpt 12-17, 10-18 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Bearing at joint(s) 2, 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. >n March 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337677 61801103 A03 SPECIAL TRUSS 3 1 ' 1 Job Reference (optional) ProBuild Arlington, 11-7-13 6-6-0 1-7-13 6-6-0 Arlington,WA 98223 18-4-1 119-0 1-10-1 2-7-15 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:09 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-pmEF?CuSTmGIrB7RXnSyHa58mgzNiROo2u0whXzduXW 20-1-15 26-6:0 32-10-1 39-0-0 45-4-0 53-0-0 9-1-15 6-4-1 4.55 12 5x8 6-4-1 6-1-15 6-4-0 7-8-0 Scale = 1:94.3 4x8 11 2.00 12 10x16 MT2OHS = 19 18 17 10x16 MT2OHS = 5x12 = 4x8 8-1-4 15-9-0 26-6-0 8-1-4 7-7-12 10-9-0 26 16 5x12 = 42-4-2 15-10-2 27 28 15 14 4x4 = 6x10 = 53-0-0 10-7-14 4x12 = 13 o m Iv 0 Plate Offsets (X,Y)-- 2:0-3-3.Edge] [2:0-0-14 2-7-7] [13:0-6-0,0-1-7]. [20:0-8-0 0-5-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.85 BC 0.98 WB 0.81 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.71 16-18 >890 Vert(CT) -1.2616-18 >506 Horz(CT) 0.37 13 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS WEDGE Left: 2x4 HF Stud 2x4 DF 1800F 1.6E *Except* 1-5: 2x4 DF 2400F 2.0E 2x6 DF No.2 *Except* 2-20,13-15: 2x6 DF 2400F 2.0E 2x4 HF No.2 *Except* 6-19,6-18,10-14,12-14,3-20: 2x4 HF Stud, 4-19: 2x4 DF 2400F 2.0E REACTIONS. (Ib/size) 2=2408/0-5-8, 13=2260/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 13=-70(LC 9) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9130/332, 3-4=-8929/296, 4-5=-4527/116, 5-6=-4461/135, 6-7=-4022/117, 7-8=-4058/181, 8-9=-4089/185, 9-10=-4082/116, 10-11=-5062/156, 11-12=-5207/143, 12-13=-5598/191 2-20=-385/8599, 19-20=-226/5828, 18-19=-94/4159, 17-18=0/2970, 17-26=0/2970, 16-26=0/2970, 16-27=-16/4439, 27-28=-16/4439, 15-28=-16/4439, 14-15=-16/4439, 13-14=-121/5169 7-18=-417/118, 6-19=-36/511, 9-16=-468/132, 6-18=-758/110, 10-14=-8/662, 12-14=-511/136, 8-18=-124/1415, 8-16=-126/1461, 10-16=-911/135, 4-19=-2084/162, 4-20=-115/3613 BOT CHORD WEBS Structural wood sheathing directly applied or 2-0-11 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-20. 1 Row at midpt 10-16 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 13. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337678 B1801103 A04 COMMON 2 1 v ' Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -11-7-11 7-8-0 1-7-13 7-8-0 6-4-0 6-1-15 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:11 2018 Page 1 ID:fPVdnE YkwaL30Gt8ugRs7yvar_-19M?Quvi?NWT4VHgeCUQN?AWUdhUAQk4WCV0mQzduXU 1 14-0-0 1 20-1-15 26-6-0 3210-1 1 3--0-0 1 45-4-0 1 53-0-0 2x4 3 3x8 3x6 4.55 12 2x4 11 5x8 '_ 2x4 II 3x6 3x8 9 10 2x4 11 Scale = 1:92.6 4x12 = 10-7-14 10-7-14 19 18 24 6x10 = 4x4 = 2517 16 5x12 = 5x8 = 20-1-15 32-10-1 9-6-1 12-8-1 Plate Offsets (X Y)-- [2:0-6-0 0-1-7] [12:0-6-0 0-1-7] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 26 15 5x12 = 27 42-4-2 9-6-1 28 14 13 4x4 = 6x10 = 53-0-0 10-7-14 12 0 4x12 = 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 0.88 WB 0.50 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.6215-17 >999 240 Vert(CT) -1.06 15-17 >598 180 Horz(CT) 0.20 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 277 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 14-16,16-18: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-19,5-19,9-13,11-13: 2x4 HF Stud REACTIONS. (Ib/size) 2=2391/0-5-8, 12=2272/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-90(LC 4), 12=-70(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 9-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5623/187, 3-4=-5245/139, 4-5=-5101/152, 5-6=-4116/114, 6-7=-4124/184, 7-8=-4119/183, 8-9=-4110/116, 9-10=-5063/154, 10-11=-5207/140, 11-12=-5594/188 BOT CHORD 2-19=-238/5209, 18-19=-134/4473, 18-24=-134/4473, 24-25=-134/4473, 17-25=-134/4473, 16-17=0/3000, 16-26=0/3000, 15-26=0/3000, 15-27=-15/4454, 27-28=-15/4454, 14-28=-15/4454, 13-14=-15/4454, 12-13=-119/5164 WEBS 6-17=-469/132, 8-15=-468/132, 3-19=-515/136, 5-19=-6/664, 5-17=-913/133, 7-17=-127/1462, 7-15=-127/1454, 9-15=-896/134, 9-13=-7/640, 11-13=-504/135 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 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 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. '^ MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337679 B1801103 A05 COMMON 4 1 1 r Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -r1-7-13 7-8-0 1-7-13 7-8-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:12 2018 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-DLvOeEwKmheKiesoCv?fvDjeH 105vt?EksEalszduXT 14-0-0 { 20-1-15 21-010 26-6-0 32-0-0 3211011 39-0-0 45-4-0 53-0-0 6-4-0 6-1-15 0-10-1 5-6-0 4x8 3x6 5x8 = 4.55 12 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 3x6 4x8 9 10 Scale = 1:92.6 4x12 = 10-7-12 10-7-12 19 18 32 6x10 -=- 4x4 4x4 = Plate Offsets (X Y)-- 2:0-6-0,0-1-71 f12:0-6-0 0-1-7] 3317 16 34 6x10 = 5x8 = 21-0-0 10-4-4 5-6-0 2 35 1-r 5-6-0 15 6x10 = I13 0-11-13 36 37 14 13 6x10 = 4x4 = 42-4-4 9-4-6 53-0-0 10-7-12 12 Ia 0 4x12 = LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 + SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.90 BC 0.92 WB 0.50 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.4915-17 >999 240 Vert(CT) -1,08 15-17 >589 180 Horz(CT) 0.20 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 290 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 14-16,16-18: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-19,5-19,9-13,11-13: 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 20-24: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2466/0-5-8, 12=2347/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-16(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 9-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5827/0, 3-4=-5450/0, 4-5=-5306/0, 5-6=-4347/0, 6-7=-4355/0, 7-8=-4349/0, 8-9=-4341/0, 9-10=-5265/0, 10-11=-5409/0, 11-12=-5796/0 BOT CHORD 2-19=-47/5400, 18-19=0/4675, 18-32=0/4675, 32-33=0/4675, 17-33=0/4675, 16-17=0/3163, 16-34=0/3163, 34-35=0/3163, 15-35=0/3163, 15-36=0/4656, 36-37=0/4656, 14-37=0/4656, 13-14=0/4656, 12-13=0/5353 WEBS 6-17=-468/133, 8-15=-467/133, 3-19=-516/135, 5-19=-30/641, 5-17=-896/149, 7-17=-30/1559, 7-15=-31/1551, 9-15=-878/152, 9-13=-33/615, 11-13=-504/135 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 250.0Ib AC unit load placed on the bottom chord, 26-6-0 from left end, supported at two points, 6-0-0 apart. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 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) 2. 9) A + following a basic load indicates that the load has been modified in one or more load cases. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Continued on page 2 March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337679 81801103 A05 COMMON 4 1 i ' Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:12 2018 Page 2 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-DLvOeEwKmheKiesOCv?fvDjeH 105vt?EksEa lszduXT LOAD CASE(S) 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-12=-16, 1-7=-70, 7-12=-70 Concentrated Loads (Ib) Vert: 34=-75 35=-75 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37=-46, 12-37=-16, 1-7=-58, 7-12=-58 Concentrated Loads (Ib) Vert: 34=-75 35=-75 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-12=-36, 1-7=-20, 7-12=-20 Concentrated Loads (Ib) Vert: 34=-75 35=-75 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-10, 1-2=23, 2-7=13, 7-12=7 Horz: 1-2=-35, 2-7=-25, 7-12=19 Concentrated Loads (Ib) Vert: 34=-75 35=-75 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-10, 1-2=3, 2-7=7, 7-12=13 Horz: 1-2=-15, 2-7=-19, 7-12=25 Concentrated Loads (Ib) Vert: 34=-75 35=-75 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-16, 1-2=1, 2-7=-3, 7-12=-9 Horz: 1-2=-21, 2-7=-17, 7-12=11 Concentrated Loads (Ib) Vert: 34=-75 35=-75 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-16, 1-2=-5, 2-7=-9, 7-12=-3 Horz: 1-2=-15, 2-7=-11, 7-12=17 Concentrated Loads (Ib) Vert: 34=-75 35=-75 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (ptf) Vert: 2-12=-10, 1-2=12, 2-7=16, 7-12=4 Horz: 1-2=-24, 2-7=-28, 7-12=16 Concentrated Loads (Ib) Vert: 34=-75 35=-75 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-10, 1-2=-0, 2-7=4, 7-12=16 Horz: 1-2=-12, 2-7=-16, 7-12=28 Concentrated Loads (Ib) Vert: 34=-75 35=-75 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-10, 1-2=12, 2-7=16, 7-12=4 Horz: 1-2=-24, 2-7=-28, 7-12=16 Concentrated Loads (Ib) Vert: 34=-75 35=-75 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-10, 1-2=-0, 2-7=4, 7-12=16 Horz: 1-2=-12, 2-7=-16, 7-12=28 Concentrated Loads (Ib) Vert: 34=-75 35=-75 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-16, 1-2=4, 2-7=-0, 7-12=-12 Horz: 1-2=-24, 2-7=-20, 7-12=8 Concentrated Loads (Ib) Vert: 34=-75 35=-75 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-12=-16, 1-2=-8, 2-7=-12, 7-12=-0 Horz: 1-2=-12, 2-7=-8, 7-12=20 Continued on page 3 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337679 B1801103A05 COMMON 4 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek industries, Inc. Mon Mar 05 17:11:12 2018 Page 3 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-DLvOeEwKmheKiesOCv?fvDjeH 105vt?EksEalszduXT LOAD CASE(S) Concentrated Loads (Ib) Vert: 34=-75 35=-75 14) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-56, 33-36=-16, 36-37=-56, 12-37=-16, 1-7=-20, 7-12=-20 Concentrated Loads (Ib) Vert: 34=-75 35=-75 15) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37=-46, 12-37=-16, 1-2=-41, 2-7=-44, 7-12=-49 Horz: 1-2=-16, 2-7=-13, 7-12=8 Concentrated Loads (Ib) Vert: 34=-75 35=-75 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37=-46, 12-37=-16, 1-2=-46, 2-7=-49, 7-12=-44 Horz: 1-2=-11, 2-7=-8, 7-12=13 Concentrated Loads (Ib) Vert: 34=-75 35=-75 17) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37= 46, 12-37=-16, 1-2=-40, 2-7=-43, 7-12=-52 Horz: 1-2=-18, 2-7=-15, 7-12=6 Concentrated Loads (Ib) Vert: 34=-75 35=-75 18) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37=-46, 12-37=-16, 1-2=-49, 2-7=-52, 7-12=-43 Horz: 1-2=-9, 2-7=-6, 7-12=15 Concentrated Loads (Ib) Vert: 34=-75 35=-75 19) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-12=-16, 1-7=-70, 7-12=-20 Concentrated Loads (Ib) Vert: 34=-75 35=-75 20) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-12=-16, 1-7=-20, 7-12=-70 Concentrated Loads (Ib) Vert: 34=-75 35=-75 21) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37=-46, 12-37=-16, 1-7=-58, 7-12=-20 Concentrated Loads (Ib) Vert: 34=-75 35=-75 22) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-32=-16, 32-33=-46, 33-36=-16, 36-37=-46, 12-37=-16, 1-7=-20, 7-12=-58 Concentrated Loads (Ib) Vert: 34=-75 35=-75 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337680 B1801103 A06 GABLE 1 1 1 Job Reference (optional) ProBuild Arlington, -171 1-7-13 Arlington,WA 98223 26,6,9 26-6-0 PER ICC CODES (IRC/IBC), TPI 1 AND REFERENCED BCSI, FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES UNLESS SPECIAL OUT OF PLANE WALL BRACING IS SPECIFED BY THE ENGINEER OF RECORD. 4.55 12 20 5x8 = 21 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:16 2018 Page I D: fPVd n E_Ykwa L30Gt8uq R s 7yva r_-669 uTbzrpv8IAGAn RI4b43tN YeQC rn 7 pfTC n Rdzd u X P 53-0-0 22 23 26-6-0 Scale = 1:92.2 5x12 77 76 75 74 73 72 71 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 552 51 50 49 48 47 46 45 44 43 42 41 5x12 8x8 = 8x8 = 53-0-0 0 la 53-0-0 Plate Offsets (X Y)-- 2:0-4-12 0-3-0] [40:0-4-12,0-3-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.76 BC 0.71 WB 0.11 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) 0.08 59 n/a n/a PLATES GRIP MT20 185/148 Weight: 407 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF No.2 OTHERS 2x4 HF Stud `Except* BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-2-0 oc bracing. WEBS 1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57, 24-56 21 -59,20 -60,19-61,18-62,17-63,16-65,22-58,23-57,24-56,25-55,26-53: 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=136(LC 35) Max Uplift All uplift 100 Ib or less at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=-2209(LC 28), 2=-2247(LC 19), 41=-107(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 59, 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 58, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except 40=2285(LC 39), 2=2328(LC 40), 77=286(LC 1), 41=355(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6641/6512, 3-4=-5694/5613, 4-5=-5322/5282, 5-6=-5011/4967, 6-7=-4668/4644, 7-8=-4325/4324, 8-9=-3982/4005, 9-10=-3640/3685, 10-11=-3464/3495, 11-12=-3297/3366, 12-13=-2959/3046, 13-14=-2631/2727, 14-15=-2303/2407, 15-16=-1975/2088, 16-17=-1647/1768, 17-18=-1319/1449, 18-19=-991/1129, 19-20=-663/811, 20-21=-335/487, 21-22=-335/458, 22-23=-663/802, 23-24=-991/1113, 24-25=-1319/1426, 25-26=-1647/1739, 26-27=-1975/2053, 27-28=-2303/2367, 28-29=-2631/2685, 29-30=-2959/3005, 30-31=-3287/3324, 31-32=-3422/3453, 32-33=-3615/3644, 33-34=-3943/3963, 34-35=-4284/4283, 35-36=-4627/4602, 36-37=-4970/4926, 37-38=-5280/5241, 38-39=-5652/5571, 39-40=-6601/6479 BOT CHORD 2-77=-6006/6213, 76-77=-5212/5331, 75-76=-4875/4994, 74-75=-4599/4718, 73-74=-4292/4411, 72-73=-3985/4105, 71-72=-3679/3798, 70-71=-3372/3491, 69-70=-3065/3185, 68-69=-2759/2878, 67-68=-2452/2571, 66-67=-2145/2265, 65-66=-1839/1958, 64-65=-1532/1651, 63-64=-1379/1498, 62-63=-1225/1345, 61-62=-919/1038, 60-61=-612/731, 59-60=-305/425, 58-59=-305/425, 57-58=-612/731, 56-57=-919/1038, 55-56=-1225/1345, 54-55=-1379/1498, 53-54=-1532/1652, 52-53=-1839/1958, 51-52=-2145/2265, 50-51=-2452/2571, 49-50=-2759/2878, 48-49=-3065/3185, 47-48=-3372/3491, 46-47=-3679/3798, 45-46=-3985/4105, 44-45=-4292/4411, 43-44=-4599/4718, 42-43=-4880/5025, 41-42=-5212/5315, 40-41=-6006/6213 Continued on page 2 March 6,2018 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mit MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337680 B1801103 A06 GABLE 1 1 V ` Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:17 2018 Page 2 I D:fPVdn E_Ykwa L30Gt8ugRs7yvar_-aJjH hx_TaDHcoQI_?SbecGQYl2mRaEMzu7yLz4zduXO NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=ll0mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSITTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 60, 61, 62, 63, 65, 66, 67, 68, 69, 70, 71, 72, 73, 74, 75, 76, 77, 57, 56, 55, 53, 52, 51, 50, 49, 48, 47, 46, 45, 44, 43, 42 except (jt=lb) 40=2209, 2=2247, 41=107. 10) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 53-0-0 for 230.0 plf. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337681 81801103 B01 KINGPOST 1 1 f 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-1-0-0 i 1-0-0 6-0-0 9-6-0 6-0-0 3-6-0 1 4x4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:18 2018 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-2VHfuH?5LXPTQZJAZA639UzIAS9oPub67nhuW WzduXN 19-0-0 120-0-0 9-6-0 1-0-0 3x8 = 6-0-0 12-09 6-0-0 6-0-0 12 11 10 9 5x8 = 1 19-0-0 7-0-0 Scale = 1:44.0 Plate Offsets (X Y)-- [2:0-8-4.0-1-6] [3:0-3-9 Edge] [7:0-8-4 0-1-6_] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.56 BC 0.51 WB 0.09 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) 0.05 13 >999 240 Vert(CT) -0.06 13-28 >999 180 Horz(CT) 0.05 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 99 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-12: 2x6 DF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-10-11 oc bracing. JOINTS 1 Brace at Jt(s): 5 REACTIONS. All bearings 7-0-0 except (jt=length) 2=0-5-8. (Ib) - Max Horz 2=154(LC 26) Max Uplift All uplift 100 Ib or less at joint(s) 11, 9 except 2=-1460(LC 27), 7=-1483(LC 30), 12=-127(LC 27), 10=-148(LC 29) Max Gray All reactions 250 Ib or less at joint(s) 11, 9 except 2=1736(LC 24), 7=1621(LC 25), 12=412(LC 1), 12=412(LC 1), 10=401(LC 1), 7=285(LC 1), 12=412(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2721/2417, 3-4=-960/909, 4-6=-1615/1528, 6-7=-2650/2500, 3-5=-423/112, 5-12=-480/96 BOT CHORD 2-13=-2088/2389, 12-13=-2089/2388, 11-12=-1631/1755, 10-11=-998/1123, 9-10=-568/693, 7-9=-1991/2115 WEBS 6-10=-379/158 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11, 9 except (jt=Ib) 2=1460, 7=1483, 12=127, 10=148, 7=1483, 12=127. 7) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 11-6-8 to 19-0-0 for 585.9 plf. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337682 B1801103 B02 COMMON TRUSS 1 1 C ( Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 I-1-0-0 1-0-0 4-11-7 9-6-0 4-11-7 8.00 5x4 1 12 1.5x4 5 IMA M-71 8 4-6-9 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:18 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-2VHfuH?5LXPTQZJAZA639UzpkS9GJf067nhuVWVzduXN 14-0-9 1 19-0-0 120-0a1 1 4-6-9 4-11-7 1-0-0 3x8 = 9-6-0 3x8 = 19-0-0 3x8 = 9-6-0 9-6-0 Iv Scale = 1:42.1 Plate Offsets (X Y)-- [2:0-5-9 0-1-8]. [6:0-5-9.0-1-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.26 BC 0.55 WB 0.21 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.11 8-14 >999 Vert(CT) -0.21 8-14 >999 Horz(CT) 0.03 6 n/a L/d 240 180 n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=887/0-5-8, 6=887/0-5-8 Max Horz 2=-124(LC 6) Max Uplift2=-30(LC 8), 6=-30(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1105/60, 3-4=-822/65, 4-5=-822/64, 5-6=-1105/61 BOT CHORD 2-8=-59/853, 6-8=0/853 WEBS 4-8=-4/501, 5-8=-318/123, 3-8=-318/123 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337683 B1801103 B03 COMMON TRUSS 1 r Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 3-0-12 3-0-12 6-0-12 3-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:20 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar__uOPJzOMt8fBftTYgb9XEv28fGp9nPsPa5A?aPzduXL 9-6-0 12-11-4 15-11-4 19-0-0 3-5-4 3-5-4 3-0-0 3-0-12 4x8 I I 4 4x12 6x18 M18SHS i 5x16 I I 8x8 = 3-0-12 6-0-12 9-6-0 3-0-12 3-0-0 3-5-4 Plate Offsets (X Y)-- [1:0-3-5 Edge]. [7:0-3-5.Edgel [9:0-3-8 0-5-4] [11:0-3-8.0-5-4] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.36 BC 0.65 WB 0.83 (Matrix -M) 12x12 — 12-11-4 8x8 — 218 22 6x18 M18SHS 15-11-4 5x16 II 19-0-0 3-5-4 3-0-0 3-0-12 q 0 Scale = 1:42.4 DEFL. in (loc) I/defl Ltd Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.06 7 n/a n/a PLATES GRIP MT20 185/148 M18SHS 220/195 Weight: 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud *Except* 4-10: 2x4 HF No.2 REACTIONS. (lb/size) 1=11522/0-5-8, 7=10681/0-5-8 Max Horz 1=112(LC 24) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17747/0, 2-3=-14642/0, 3-4=-11046/0, 4-5=-11046/0, 5-6=-14772/0, 6-7=-17866/0 BOT CHORD 1-12=0/14766, 12-17=0/14766, 11-17=0/14766, 11-18=0/12147, 18-19=0/12147, 10-19=0/12147, 10-20=0/12257, 9-20=0/12257, 9-21=0/14857, 8-21=0/14857, 8-22=0/14857, 7-22=0/14857 WEBS 4-10=0/11853, 5-10=-4684/0, 5-9=0/5411, 6-9=-3096/0, 6-8=0/3200, 3-10=-4517/319, 3-11=-268/5216, 2-11=-3119/154, 2-12=-101/3205 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-8 2x4 - 2 rows staggered at 0-6-0 oc, member 2-12 2x4 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2244 Ib down and 86 Ib up at 1-0-12, 2244 Ib down and 86 Ib up at 3-0-12, 2244 Ib down and 86 Ib up at 5-0-12, 2256 Ib down and 86 Ib up at 7-0-12, 2256 Ib down and 86 Ib up at 9-0-12, 2331 Ib down at 11-0-12, 2331 Ib down at 13-0-12, and 2331 Ib down at 15-0-12, and 2331 Ib down at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 Job B1801103r 1 Truss B03 Truss Type COMMON TRUSS Qty 1 Ply L2-2802-3 K4337683 Job Reference (options, ProBuild Arlington, Arlington, WA 98223 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:20 2018 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_=uOPJzOMt8fBftTYgb9XEv28fGp9nPsPa5A?aPzduXL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-7=-16 Concentrated Loads (Ib) Vert: 9=-2331(F) 12=-2244(F) 14=-2244(F) 17=-2244(F) 18=-2256(F) 19=-2256(F) 20=-2331(F) 21=-2331(F) 22=-2331(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MZMI MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337684 B1801103 f I' C01 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 6-0-0 8.00 6-0-0 1 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:21 2018 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-S4yn WJ 1_eSn2H 121 Elgmn6bKKfGu W2eZpIwY6rzduXK 12-0-0 13-0 6-0-0 1-0-0 9 r r r r r r r Wh, AL. 4x6 = 18 17 16 15 12-0-0 14 13 12 4x6 = 12-0-0 10 Scale = 1:27.1 Plate Offsets (X,Y)-- [2:0-0-0.0-0-4[. [10:0-0-0.0-0-41 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 11 n/r 180 Vert(CT) -0.00 11 n/r 120 Horz(CT) 0.01 15 n/a n/a PLATES GRIP MT20 185/148 Weight: 53 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or4-11-0 oc bracing. REACTIONS. All bearings 12-0-0. (Ib) - Max Horz 2=83(LC 25) Max Uplift All uplift 100 Ib or less at joint(s) 16, 17, 18, 14, 13, 12 except 2=-956(LC 29), 10=-954(LC 30) Max Gray All reactions 250 Ib or less at joint(s) 15, 16, 17, 18, 14, 13, 12 except 2=1017(LC 26), 10=1014(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1742/1714, 3-4=-1156/1139, 4-5=-777/783, 5-6=-402/432, 6-7=-394/427, 7-8=-749/764, 8-9=-1126/1116, 9-10=-1720/1684 BOT CHORD 2-18=-1361/1398, 17-18=-947/984, 16-17=-640/677, 15-16=-333/370, 14-15=-333/370, 13-14=-640/677, 12-13=-947/984, 10-12=-1361/1398 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 17, 18, 14, 13, 12 except (jt=lb) 2=956, 10=954. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. 11) This truss has been designed for a total drag load of 230 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 12-0-0 for 230.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337685 61801103 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:21 2018 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-S4ynWJ 1 _eSn2H 121EIgmn6bN?fJ7 W2gZpIwY6rzduXK 3-11-8 3-11-8 LV MmeNr M'Air.Nr Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. M11 MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337686 B1801103 JA02 MONOPITCH TRUSS 5 1 1 f Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:22 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-wG WAkf2cPlvvvBdxo7B?JK7XK3dKFVKi2Pf6fHzduXJ 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 O c0 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.01 4-7 >999 240 Vert(CT) -0.01 4-7 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111. MiTek" 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337687 B1801103 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 co 1 -1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:22 2018 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-wG WAkf2cPlvvvBdxo?B?J K7YI3eOFVKi2Pf6fHzduXJ 1-11-8 1-0-0 2 1-11-8 8.00 1712--- 2x4 I I 3 • 3x4 = 2x4 I I 5 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20151TPI2014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix) DEFL. in (loc) Udefl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=-12/2-0-0, 5=84/2-0-0, 2=163/2-0-0 Max Horz 2=42(LC 5) Max Uplift4=-14(LC 15), 5=-25(LC 8), 2=-12(LC 8) Max Grav4=12(LC 8), 5=89(LC 15), 2=163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jcint(s) 4, 5, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job B180'103 r a it Truss JB02 Truss Type MONOPITCH TRUSS Qty 5 Ply 1 L2-2802-3 K4337688 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 1 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:22 2018 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-wG WAkf2cPlvvvBdxo?B?JK7YI3eU FVKi2Pf6fHzduXJ 1-11-8 1-11-8 3x4 = 1-11-8 1-11-8 Scale = 1:12.4 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 7 >999 240 Vert(CT) -0.00 7 >999 180 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=174/0-5-8, 4=16/Mechanical, 3=47/Mechanical Max Horz 2=52(LC 8) Max Uplift2=-9(LC 8), 3=-18(LC 8) Max Gray 2=174(LC 1), 4=27(LC 3), 3=47(LC 1) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337689 B18011103 JB03 MONOPITCH TRUSS 4 1 x Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 ( 1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:23 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-OT4Yx?3EA31 mWLC7LjiEsXgi4TzZyZrG3PfBjzduXl 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 9 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Lid Vert(LL) -0.01 4-7 >999 240 Vert(CT) -0.01 4-7 >999 180 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=102/Mechanical, 2=271/0-5-8, 4=32/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-39(LC 8), 2=-6(LC 8) Max Gray 3=102(LC 1), 2=271(LC 1), 4=55(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - At forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at j,oint(s) 3, 2. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. mit MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337690 B1801103 JB04 MONOPITCH TRUSS 1 1 x Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 0 -1-0-0 1-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:23 2018 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ OT4Yx?3EA31 mWLC7LjiEsXgjVT_b_y9rG3PfBjzduXI 3-11-8 3-11-8 2x4 11 5 Scale = 1:19.2 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.03 WB 0.03 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 4-0-0. (Ib) - Max Horz 2=78(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 2, 7 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek* 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply L2-2802-3 K4337691 B1800103 X01 GABLE 1 1 " Y Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 N -O-° 1 1-0-0 10-0-0 10-0-0 8 7 11 8.00 12 3 6 12 1L14 15 16 171'4 n CAINT•T.61WW6741741 I KW&�4�I4I141I X6-1 B.&AMMOMT..6TiVr•'I WWVMV'MMT411 .6vMA��T'�EM.W1'AMvIYEW 4x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:24 2018 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-tfew9L4sxN9d8U nKvQ DTOkDuFtKvjOK?Vj8DjAzduXH 20-0-0 121-0-0 1 10-0-0 1-0-0 10 Scale = 1:42.1 3x6 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 = 20-0-0 20-09 Plate Offsets (X.Y)-- [2:0-3-9 0-1-8) [16:0-3-9,0-1-8j LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.07 BC 0.02 WB 0.10 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.00 17 n/r 180 Vert(CT) -0.00 17 n/r 120 Horz(CT) 0.00 16 n/a n/a PLATES GRIP MT20 185/148 Weight: 109 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=130(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 Max Gray All reactions 250 Ib or less at joint(s) 2, 16, 24, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 25, 26, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job B1801103 r M t Truss X02 Truss Type Common Qty 4 Ply 1 L2-2802-3 K4337692 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-1-0-0 10 5-2-7 10-0-0 5-2-7 4-9-9 4x6 II 4 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Mar 05 17:11:25 2018 Page 1 ID fPVdnE_YkwaL30Gt8ugRs7yvar_-LrCIMg4UigHUmeMWi8kixylOcHbsSrQ8kNumFczduXG 14-9-9 20-0-0 !21-0-01 4-9-9 5-2-7 1-0-0 3x6 = 3x4 = 6-8-0 1 13-4-0 6-8-0 6-8-0 Plate Offsets (X Y)-- [2:0-3-9 0-1-8] [6:0-3-9.0-1-8] 3x4 = 20-0-0 3x6 = 6-8-0 Scale = 1:44.1 LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.29 BC 0.36 WB 0.11 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.09 8-9 >999 240 Vert(CT) -0.15 8-9 >999 180 Horz(CT) 0.03 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 80 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 5-8,3-9: 2x4 HF Stud REACTIONS. (Ib/size) 2=930/0-3-8, 6=930/0-3-8 Max Horz 2=130(LC 7) Max Uplift2=-31(LC 8), 6=-31(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1202/38, 3-4=-1071/92, 4-5=-1071/93, 5-6=-1202/39 BOT CHORD 2-9=-42/958, 9-16=0/628, 16-17=0/628, 8-17=0/628, 6-8=0/927 WEBS 4-8=-59/476, 5-8=-311/125, 4-9=-58/476, 3-9=-311/125 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6. 6) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. March 6,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION AND ORIENTATION " Center plate on joint unless x, y il—3/4" offsets are indicated. Numbering 6-4-8 System dimensions shown in ft -in -sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. s Never exceed the design ua loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18 Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with 9 ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS I (Drawings not to scale) 2 3 Dimensions are in ft -in -sixteenths. IIM Apply plates to both sides of truss and fully embed teeth. 0'16 TOP CHORD ILlIdillirA100° 10) p U p4. ■_� For 4 x 2 orientation, locate plates 0 ',d' from outside edge of truss. This symbol indicates the C7-8 C6-7 C5-6 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved required direction of slots in * PLATE LATERAL BEARING Plate software 4 location x 1 MIO 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 e Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint M i MiTek Engineering Reference Sheet: -- e �� MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: BuildingComponent SafetyInformation, P Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. o o • •JO eOipu! pue ;jei ssnJ] 0 O 0 O 10 IQ to 0 O 0 m 0 0 0 0 O NN 0 0 o 0 60-00-00 56-00-00 20-00-00 X01 C/12 I 18/12 J804' 3/12 mt A06 HUS28 HUS28 HUS28 124/11—.471 HUS28 O HUS28 Y. Y JA01 L • N • o - 4 5-00-00 0 13-02-00 23-09-08 60-00-00 53-00-00 16-00-08 May 04, 2018 City of Tukwila Department of Community Development CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 18-0056 CODIGA - LOT C - 12567 51ST PL S Dear CARY LANG, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Per fire marshal's office records, it appears the nearest fire hydrant exceeds the maximum distance of 250 ft. measured via vehicular travel. A new fire hydrant must be installed. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)433-7165. Sincerely, h e ple Permit Technician PPV) File No. D18-0056 Kann c,,,,:tino..t ,. R.,,J ,.. ., 1 (..:* aIAn T..7 ..a IIi L: .__ 110100 _ nt____ •InL .e, e,nn _ .,ni BACKFLOW PREVENTION ASSEMBLY TEST REPORT Water Purveyor. TUKWILA WATER DEPARTMENT FILE # SCHEDULE CODE AUTHORIZED TESTER FACILITY NAME New home, built by: Cary Lang Construction Inc Commercial ® Residential❑ SERVICE ADDRESS 12561 51st Place S CITY Tukwilaz[P 98178 CONTACT NAME Jen Lang PHONE (253) 740-3332 FAX ( ) ASSEMBLY LOCATION Garage - Back Wall HAZARD TYPE FIRE SUPPRESSION - LOW DCVA ® RPBA❑ PVBA ❑ AG 0 oTxeR NEW INSTALL ® EXISTING ❑ REPLACEMENT ❑OLD SER. # PROPER INSTALLATION? YES INO❑ MAKE OF ASSEMBLYAMES MODEL 2000B SERIAL NO.41045 SIZE 1 1 /2° INITIAL TEST PASSED CHECK OPENED #1 CHECK AIR � AIR ISN FVBETA OPENED AT PSID CHECK VALVE NO.1 VALVE NO.Z AT GAP OK? PSID _ LEAKED ❑ 2•L,� + PSID LEAKED ❑ 2 .� PSID PSID DID NOT OPEN ❑ FAILED ❑ NEWR PARTS AND REPAIRS CLEAN REPLACE PART CLEAN ❑ REPLACE PART ❑ CLEAN REPLACE PART CHECK VALVE HELD AT PSID ❑ ❑ LEAKED ■ Q • CLEANED ❑ REPAIRED ❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED ❑ LEAKED ❑ PSID LEAKED ❑ PSID OPENED #1 CHECK AT PSID AIR INLET PSID PSID CHK VALVE PSID AIR GAP INSPECTION: Supply Pipe Diameter • Separation • Pass❑ Fail❑ REMARKS: LINE PRESSURE 140 PSI CONFINED SPACE? N TESTER SIGNATURE: Gu M•.—� CERT. NO. B6620 DATE 1-29-19 TESTER NAME PRINTED: Matt Bucknam, Backflow VIP TESTER PHONE # ( 253) 987-9777 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 7/17/18 MAKE/MODEL Mid-Weet 845 GAUGE #07170759 I ea*, that Mk own, s aeearate, surf kayo sued WAC 246-290-I90appmed test methods and test a elparneL BACKFLOW PREVENTION ASSEMBLY TEST REPORT D4-00 1(0 Water Purveyor TUKWILA WATER DEPARTMENT FILE # SCHEDULE CODE AUTHORIZED TESTER FACILITY NAME New home, built by: Cary Lang Construction Inc Commercial® Residential❑ SERVICE ADDRESS 12561 51st Place S cm, Tukwila ZIP 98178 CONTACT NAME Jen Lang PHONE (253) 740-3332 FAX ( ) ASSEMBLY LOCATION Garage - Back Wall HAZARDTYPE FIRE SUPPRESSION - LOW DCVA ® RPBA PVBA ❑ AG ❑ OTHER NEW INSTALL ® EXISTING ❑ REPLACEMENT❑OLD SER. # PROPER INSTALLATION? YES INO❑ MAKE OF ASSEMBLYWES MODEL 2000B SERIAL NO.41045 SIZE 1 1 /2" INITIAL TEST PASSEDIM,L.� FAILED 0 pCVA/RPBA CHECK DCVA/RPBA OPENED #1 CHECK AIR RPBA PVBA/SVBA CHECK VALVE NO.l VALVE NO.Z AT GAP OK? PSID AIR INLET OPENED AT PSID , LEAKED ❑ 2'14 PSID LEAKED ❑ 2 .� PSID PSID DID NOT OPEN ❑ NEW PARTS AND REPAIRS CLEANREPLACE PART CLEAN ❑ REPLACE PART CLEAN REPLACE PART CHECK VALVE HELD AT PSID LEAKED ❑❑ p a • CLEANED 0 REPAIRED ❑ ❑ ❑❑ TEST AFTER REPAIRS PASSED ❑ FAILED 0 LEAKED ❑ PSID LEAKED ❑ PSID OPENED #1 CHECK AT PSID AIR INLET PSID PSID CHK VALVE PSID AIR GAP INSPECTION: Supply Pipe Diameter Separation " Pass FAO REMARKS: LINE PRESSURE 140 PSI CONFINED SPACE? N TESTER SIGNATURE: 4+✓ 6)�••-� CERT. NO. B6620 DATE 1-29-19 TESTER NAME PRINTED: Matt Buckram, Backflow VIP TESTER PHONE # ( 253) 987-9777 REPAIRED BY: DATE FINAL TEST BY: CERT. NO. DATE CALIBRATION DATE 7/17/18 MAKE/MODEL Mid -West 845 GAUGE # 07170759 Ica war Oat Ilds report is ocean" and I have used WAC 246.290490 approved tars methods and oat sedum:at PERMIT COORD COPY d PLAN REVIEW/ROUTING SLIT' PERMIT NUMBER: D18-0056 DATE: 05/28%'18 PROJECT NAME: CODIGA - LOT C SITE ADDRESS: 12567 51ST PL S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: A°1 A1C Building Division Division ❑ Fire Prevention Public Works Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/29/18 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 06/26/18 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D18-0056 PROJECT NAME: CODIGA - LOT C SITE ADDRESS: 12567 51ST PL S X Original Plan Submittal Response to Correction Letter # DATE: 03/08/18 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: itANBuilding vision g ublic orks Liito-10 Fire Prevention Structural ❑ 1APlanning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 03/13/18 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation 511014C 7-i 04/10/18 REVIEWER'S INITIALS: DATE: Perms Center Usx Only CORRECTION LETTER MAILED: Departments issued corrections: B dg 0 Fire Ping 0 PW ❑ Staff Initials: p l(t 12/18/2013 0 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. �2 / / G Date: `(/ Plan ChecWPermit Number: Response to Incomplete Letter # O Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # /(c r� Project Name: Project Address: Contact Person: 69-7 `( /n Summary of Revision: �J /94 //t-' �w Phone Number: a2 -e)16 -q2-3 op r/ c -e ce% h 1— (5e e rT/4-cti2d ) RECEIVED CITY OF TUKWIL ... MAY 2 4 2018 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of re vision Received at the City of Tukwila Permit Center by: 1 1417 Entered in TRAKiT on v9\k' 1\(6 W:\Permit Center (Bretda)\Forms Permit Center Documents (Word)Vtevision Submittal Form.doc Date: 0 ❑ ❑ City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: httn://www.TukwilaWA.gov 0 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. 5"//0// 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 # Plan Check/Permit Number: o Project Name: Project Address: 1 Z S7: Contact Person: 4-i)-4 L k 1'1-j Summary of Revision: ,/3,-//f Phone Number: RECEIVED MAY 10 2018 TUKWILA PUBLIC WORKS 17 2e 3-55�53 LTR# Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: jZir Entered in TRAKiT on (/` )i ( // Y r' W:1Permit Cerra (Brelda)Worms1Permit Center Documents (W,,..tsu..,.:«,.-.-- Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D18-0054 / D18-0055 / D18-0056 / D18-0071 / D18-0080 Grantor: CARY LANG CONSTRUCTION, INC., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 50TH PL South and adjacent to 12553 to 12570 — 51th PL South. Abbreviated Work Description: Work within the City Right -of -Way; including street paving, driveway access, traffic control, water service, sanitary side sewer and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this PC) day of"6'( 2018. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Ut is the person who appeared before me, and said person acknowledged that he signed this instrument, or st tedt he was authorized to execute the instrument and acknowledged it as the t of Cary Lang Construction, Inc., a corporation, to a the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated \10\1(4. aJiiAi4 9-4011e/lit Notary Public in residing at My appointment expires 171 DATED this GRANTEE: CITY of TUKWILA By: day of Print Name: Its: (Yh Henry Hash Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2018 On this day, before me personally appeared HENRY HASH to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: /1 a(.6,12,-e-c NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: ( (2241(8 On Site Storm Maintenance Agreement For King County Parcel: #017900-2430 Address: 12561 51" PI S. Tukwila, WA 98168 Owner of 12561 51" PI S, Tukwila, does hereby agree to clean out the catch basin annually as needed beginning 2/1/19. Subsequent owners shall incur responsibility. Signed: Cary Lang, Owner State of WA County of \‘...\ I certify that I know or have satisfactory evidence that Cary Lang is the person who appeared before me, and said person acknowledge that he signed this instrument, on oath stated that he was authorized to execute the instrument and acknowledged it as the President of Cary Lang Construction, Inc., a Washington Corporation to be the free and voluntary act of such party for the uses and purposes mentioned in the instrument. Dated: [ ' 3 ( l CI +\•• :\\ \\"1 I F / 53�0tiF,�'py Vi 170 sv— • s Z o -O 70.j9 117. • fill OF W Name: Notory Public in and for the State of Residing at: My appointment expires: --D13-06)5 y CARY LANG CONSTRUCTION IT 0 Washington State Department of Labor & Industries Page 1 of 2 Horne Espanol Contact Search L&I Safety & Health Claims & Insurance A -Z Index Help My I &I Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA tJBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253.661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. ......................... ......................................... Meets current requirements. License specialties GENERAL License no. CARYLCI101 OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no. 796451C $12,000.00 Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance ...................... Developers Surety & Indem Co $1,000,000.00 Policy no. BIS00028853 Received by L&I Effective date 08/24/2017 09/10/2017 Expiration date 09/10/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts Help us improve httnO/secureAni.wa.gov/verify/Detail.asnx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 7/23/2018 CARY LANG CONSTRUCTION INC • No LSI tax debts are recorded for this contr may be recorded by other agencies. 'cense during the previous 6 year period, but some `"" License Violations No license violations during the previous 6 year period. Workers' comp Do you know if the business has employees? If so, verify the business is up-to-date on workers' comp premiums. L&I Account ID 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported N/A L&I account contact T1 / NICHOLE CAROW (360)902-5634 - Email: CANI235@Ini.wa.gov Account is closed. Public Works Strikes and Debarments Verify the contractor is eligible to perform work on public works projects. Contractor Strikes ............_........................_............. No strikes have been issued against this contractor. Contractors not allowed to bid No debarments have been issued against this contractor. Workplace safety and health No inspections during the previous 6 year period. Page 2 of 2 J Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI 101 OF&SAW= 7/23/2018 on \On DDraw; co LOT E LOT B or 59° 0 E INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET TEMPORARY STOCKPILE COVER WITH PLASTIC PER DETAIL THIS SHEET INSTALL SILT FENCE PER DETAIL THIS SHEET CLEARING LIMIT (6,035 SF - 0.14 ACRE) 9 NEW LOT LINE ADJUSTMENT PER L18-0010 (TYP) 9' LOT D R r,0 .43 m Than rirn='tncr lh^rn rr.;- PIES for I11.. Pi! itAyis Lc- it- I,y C IC Know what's below. Call before you dig. HORIZONTAL GRAPHIC SCALE 0 5 0 5 10 LEGEND • PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE PROPERTY CORNER tin rnar;.- fr t(1 EARTHWORK VOLUME ESTIMATES: LOCATION CUT (CY) RLL (CY) ONSITE 120 10 _ IIT VIE nical L'op!r; r P rTnf nc.:ng wiz, ON 10.0' MAX. TOE IN SHEETING IN MINIMUM 4"X4" TRENCH SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2016 KCSWDM FIGURE C.3.4.A SCALE: NONE JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. _11 II II 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 2" X 14 GA. WIRE OR EQUIVALENT, FILE C'"Y No INE3-065-fp z! is suhjnct to errors end oral sr. 'i: n doCJ4lcnta dons net 3'J':.:'. (.[..;Lr., or ordinance. :;y' end co ,C.,.ons is aclmowiuL:. J. ( " '- C-- 7/ J -3/ / b) IF STANDARD STRENGTH FABRIC USED. C ty of Tukwila BUiLDiNG DiViSiON 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL NOTES FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2016 KCSWDM FIGURE C.3.6.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS NOTES 1 No chengP of ,_cnc REVISIONS 1 hh'I F^ mir'n tn'ha =cope I a;:v pan suormItal anal pion ievie,deos. fcy'\SA\�GFLOP/ R=25' MIN. GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS UNDISTURBED GROUND REVIEWED FOR OOODE COMPLIANCE ‘PPP•OVE;II ! ;UN > 201E tot City O! LIJKW',i3 BUILDING DIVISION j 100' MIN. I'. CENTER 15' MIN. PROVIDE FULL WIDE OF INGRESS/ GRESS AREA D 18-0056 AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL PER 2016 KCSWDM FIGURE C 3.1.A SCALE NONE DIc6/0091t, REFERENCE SHEET NO. Cl SHEET 1 OF 2 SHEETS TESC PLAN AND DETAILS fE%PRESi s igr5 Lu 0 0 0 y co en m cl Z 1- 0 m Z 0 Z 1- 0 0 0 w 0 Z _ 2 2 _ z cc 0 a 0 0 0 1 inch = 10 ft. 0 25XX 51ST Place S (LANG Construct ion) CADDAD owl gs OT CA O C—C2 awg CC CD EG=24.90 LOT B 4" PVC FOOTING DRAIN COLLECTOR @ 1.00% 4" PVC ROOF DRAIN COLLECTOR @ 1.00% ROOF OVERHANG LOT E t35 N59' g5 EG=21:90 LOT D NEAT SAWC EG=25.00 T LINE EX. 20" HP GAS LINE NEW LOT LINE ADJUSTMENT PER L18-0010 (TYP) EX. 8" PVC SEWER MAIN -EX. 10" DI WATER MAIN CONSTRUCTION NOTES: O CONSTRUCT ROOF / FOOTING INFILTRATION TRENCH (4'W x 24'L x 2'D) PER DETAIL 1 Q INSTALL 10 LF 6" PVC SDR 35 SD@ 2.00% MIN. 0 INSTALL CB -TYPE 1 OR AREA DRAIN WITH SOLID LID RIM=26.00 IE (NE)=23.90 IE (NW,SW)=24.00 0 INSTALL 10 LF 4" SOLID PVC SDR 35 FOOTING DRAIN COLLECTOR @ 1.00% MIN. O INSTALL 13 LF 4" PVC SDR 35 ROOF DRAIN COLLECTOR @ 1.00% MIN. © INSTALL 76 LF 4" PVC SIDE SEWER @ 2.00% MIN. O NEW 1" WATER METER ON METER BOX BY (CITY OF TUKWILA) p INSTALL 60 LF 1.5" WATER SERVICE LINE CONSTRUCT (2'W x 11'L x 2'D) GRAVEL STRIP ALONG DRIVEWAY PER DETAIL 2. 1O CONSTRUCT 27' WIDE DRIVEWAY APPROACH (3" CLASS B ASPHALT OVER 6" CSBC) 1O CONSTRUCT 27' WIDE CONCRETE DRIVEWAY 1© UTILITY TRENCH (POWER & COMMUNICATION) 2' GRAVEL STRIP SLOPE CONCRETE DRIVEWAY GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 10' MIN. FROM HOUSE FOUNDATION. PARCEL NUMBER 0179002430 WASHED ROCK 3/4" - 1 Y4 GRAVEL STRIP DETAIL SCALE: NONE FOUNDATION NOTES: FOR MORE SOIL INFORMATION, SEE GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED ROCK .FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE z SEE PLANS 10.0 5.0' MIN 4" RIGID PERFORATED PIPE @ 0.0% INFILTRATION TRENCH "'oC u a*R s 6" SOLID ADS N12 @ 0.00% WASHED ROCK 3/4" - 1 1/2" 4" RIGID PERFORATED PIPE @ 0.0% EXISTING GROUND Know what's below. CaII before you dig. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. PLAN VIEW NTS ROOF DRAIN CATCH BASIN OR AREA DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK FINE MESH SCREEN ELEVATION VIEW NTS ROOF / FOOTING INFILTRATION TRENCH DETAIL SCALE: NONE EXISTING GROUND z 4" SOLID PIPE APPROVED APR 10 201B City of Tukwila PUBLIC, Works WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC (TYP) 4" RIGID PERFORATED PVC PIP LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2310 SQ. FT. WALKWAY & LANDING 46 SQ. FT. DRIVEWAY 490 SQ. FT. TOTAL 2,846 SQ. FT. 2,846 / 6,555=0.4341 X 100% = 43.41% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 2,310 SQ. FT. TOTAL 2,310 SQ. FT. 2,310 / 6,555=0.3524 X 100% = 35.24% MAX. BUILDING COVERAGE LEGEND • 0 REVIEWED FOR CODE COMPLIANCE . .,:'PROVE(•. J'' ) 2010 'Cite of Tukwila BUILDING DIVISION J 1pc' rT / a'N-1 . PR PERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE - ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE ] PROPOSED INFILTRATION REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS 0 1- 0 J = r 0 0 0 w = 0 cr)C- Z CD 0 Y 0 < LC) F N >- 0 EXPIRES'.2/LOY'S w OJ a 0 0 0 of o co y NI N Q 0 0 2 0 ad 0 w co 0 z co << uJ w K 1.11 0 0 0 0 a fft n. 2 REVISION DESCRIPTION 0 Lu 0 z D 18-0056 NW r) fl Tons 208 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE MERE APPLICABLE THE 205 INTERNATIONAL RESIDENTIAL CODE (IRO) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD • 20 PEP (SNOUT) ROOF DEAD LOAD • B MP BOOR LIVE LOAD • 40 PEP MOOR DEAD LOAD • B PEP WIND LOAD • 110 MPH WIND SPEED, EXPOSURE B', RISC CAT. II TYPE V C.rrUPANGY GROUP' R-3 DWG CRRFRA TABLE ROM/ GR1EA MAU LOAD LLRD EIMIG DEBICACAIFGORY MELT TO DAMAGE REM WEER DWG TBP. GRID LAY TE4]yFEy ROOD FLOW HAZARDS AIR FREEING PAS( ram AMA& SPEED iOPFFECTS CQPECWLWDIURO-5QQE EFFECTS REGION BIOME YEATEFIYR�DT Liemaitre DEPTH (MPH) TBP B 10 DW2 MOD S P T NO LOCAL URSDICt10N SID 50 ADDmCNAL REQUIRED BIEMITTAL ITEMS ITEMS TO BE SUBMITTED By THE OUTER OR CONTRACTOR AT TIME OF PERMIT SUBMITTAL, - MFG JET. DESIGN AND LAYOUT P APPLICABLE FROM MS IPACTBER) - P'P}GG.p. T��1��USSg DESIGN AND LAYOUTS (TiIIO1 MANUFACTURER) � GENEEAL UNLESS A SOILS INEBTGATION BY A OILILFIED SOILS ENGINEER 18 PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE BOIL DEARI G OF 1500 PPP, EXTERIOR FOOTINGS SHALL BEAR It MNIMM) BELOW FINISHED GRADE ALL FOOTPGB TO BEAR ON FIRM UNDIMMED EARTH BELOW ORGANIC SURFACE SOILS. BAOLTILL TO BE THOROUGHLY COMPACTED. iO1EL1Me46• MN MPREB6YE 6TRBGTH CF COMM, FM TAM F R402/ NNW/ CO'PIE86NE STRENGTH (re) AT 25 DAYS TITS OR LOCATION. O COYRitE CONSIRATICN MODERATE EATERS* POTENTIAL BASEMENT SLABS I NIERIOR SAE CT GRADE, E)CEPT GARAGE 2300 p.l BOOR KABS. ( NON-StRICTRAL) BMBer LOLLS, KUAATION WALLS EXTERIOR :LOLLS 4 OEM 9000 pH (6%b TR mr !noted) VERTICAL COWEIE WORK ESPOSED TO ME EATER POR'AEB, CARPORT aim 1 STEPS BMW TIE WAILER 4 GARAGE ROOK FLAB 9000 I (6%b TA eY WNW) P CANOETE 'BATCH TICKETSHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REPF )ICING STEEL TO COMPLY LATH ASTN A65 GRADE 60. UNO. (SEE STRUCTURAL) BOLT HEADS AND NUTS BEAR6Ya AGANST CANOED TO BE PROVIDED WITH V45c3'x3' PLATE WASERS, WOOD SMARMY. CM OR INSTALLED WITNN 1' OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT M'-0. OD. LINO. WITH MN.1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR UM STRUCTURAL CONNECTORS. ALL UIOOP N CONTACT WITH CONOEETE TO BE FREBSAE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES O PMFAMV TREATED LUMBER SHALL Se RETREATED N THE PIELD N ACCOIDAAE WITH ALPA M4. (END CUT SOLUTION BY L OLMA4IZED WOOD) E'ER IFS R3I111, FASTENERS FOR , ,-aauE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STARLESS STEEL, SILICON BRONZE, OR COPPER 6' MN CLEARANCE BEILLEEN WOOD AND GRADE D' MN CLEARANCE BETLLEBN BOOR BEAMS AND GRADE IN MN. CLEARANCE 5E1EEN FLOOR J0I6T AND GRADE OA}PFROCFING EXCEPT WERE REQUIRED BY SEC R4062 TO BE WATERPROOFED, FOUDATIO4 WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRACE SHALL BE D4MPPROGfED FROM THE NIGHER CP (a) THE TOP OF THE FOOTING OR (B) 6 INCHES BELOW THE TOP CF THE BASEMENT FLOOR TO THE PININ ED GRADE. MASONRY WALLS SHALL NAVE NOT LESS THAN 3/6 INCH PORTLAND CEMENT PARGMG APPLIED TO THE EXTERIOR CF THE WALL. THE PAdGIN* SHALL BE D4MPPROMED N ACCORDANCE WITH ONE OF THE FOLLOWING, L BITMINCUB COATING 2. 3 POUNDS PER ea YD. CF ACRYLIC MODIFIED CEMENT. 3. I1' COAT CF SURFACE BONDING CEMENT COMPLYING WITH ASTA C MT. 4. MY MATERIAL ,ER11TTED FOR WATER•ROCFING N SEC R4062. 9. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION, PARGPG OF WIT MASONRY WALLS 18 NOT REQUIRED WERE 4 MATERIAL 18 APPROVED PORT DIRECT APPLICATION TO THE MABQ4RY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY OE CF THE LISTED DA --ROOTING MATERIALS OR MY Off OF THE WA16MMx.FWG MATERIALS LISTED N SECTION RA062 TO THE EXTERIOR O TE WALL. Imo. R4062 - N AREAS WERE A HIGH WATER TABLE OR OTHER SEVERE SOIL-UWATER CONDITIONS ARE K'W4 TO EXIST, EXTERIOR POND4TION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS EELOW GRADE SHALL BE UlAItrc-Ian.TeLT FROM THE HIGHER OP (a) THE TOP OF THE FOOTING, OR (b) 6 NOES BELOW THE TOP OR THE BASEMENT FLOOR TO THE FINISHED GRADE WALLS SHALL BE ULATERT-O£D IN ACCORDANCE WITH ONE OF THE FOLLOW&' L 2-PLY 140T-MOPFED FELTS 2. 55 POND ROLL ROOFING. 3. 6-MIL POLYVINYL CHLORIDE 4. 6-IMIL POLYETHYLENE 5.40-MIL POLYMER-MODFIED ASPHALT. 6. 60-MIL FLEXIBLE POLYMER CEMENT. 1. K CEMENT -BASED, FIBER -REINFORCED, WATEIPROfF COATING. 8. 60-MIL SOLVENT -FLEE, LIQUID -APPLIED BYNTIETIC RUBBER ION, ORGANIC -SOLVENT -BASED PRODUCTS SUCH 48 HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES AND ESTERS SHALL NOT BE USED FOR ICE WALLA WTI EXPANDED POLYOTMENE FORM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC GOANNK'S, LATEX COATINGS, MORTARS AND P4JGING•0 TO SEAL ICE WALLS IN PERMITTED. GOLD -BETTING ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ABTA D 444 HOT ASPHALT SMALL BE APPLIED AT A 1trw•t,ATIRE OF LESS THAN 200'F. ALL JONN6 IN MEMBRANE WAN y ,c a-11NG SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MBMDRAI'E VFNTII ATM MOM' - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM Of THE FLOOR JOISTS AND TIE EARTH GOER ANT BUILDING (EXCEPT SPACE OCCUPIED By THE BAWEIe1T) SHALL HAVE VENTILATION OPENING T-ROUGH FOED4TCN WALLS OR EXTERIOR WALLS. A GROUND COVER CF SIX MIL (04006 IN THICK BLACK POLYETHYLENE OR APPROVEED EQUAL SHALL BE LAID OVER THE GROW WITHN CRAWL SPACES. THE CROWD COVER SHALL EE OVERLAPPED SIX INCHES MINIMA AT TI-E JOINTS AND SHALL EXTEND To THIE RA/CATION UAL. FXCEPTIOL THE GROW D COVER MAT DE OMITTED N CRAWI. SPACES IF THE GRAIL SPACE 1448 A CONCRETE SLAB FLOOR WITH A MININEIM THICKNESS OF TWO INCHES. pRAFTSTOPPMG 4 PIRG BLOCKING DRAFTSTOPPNG R30212 IN COMBUSTIBLE CONSTRICTION MERE THERE IS USABLE SPACE 50114 ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ABSBMBLY, DRAFTBNOPS SHALL BE INSTALLED SO THAT THE AREA CF NE CONCEALED SPACE DOES NOT EXCEED 1000 SWORE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WERE NE ASSEMBLY IS ENCLOSED SY A FLOOR MEIN (WANE ABOVE 4 A CEILING MEMSRAMNE BELOW, DRAFT6TOPPMG SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES L CEILING IS SUSPENDED UNDER THE FLOOR FRAMING 2. FLOOR FRAMING IS CONSTRICTED CP TRUSS -TYPE OPEN-UEB OR PERFORATED MEMBERS. DRATSTOPPNG SHALL CONSIST OF MATERIALS LISTED IN ITC SECTION P302121 FIRER CrKINY RWDJL IN COMBUSTIBLE CONSTRUCTION, FIREBLOOKTG SHALL DE PROVIDED TO OUT OFF SON VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND TO FORM AN !RECEIVE FIRE BARRIER BE1UEEl4 STORES, AND CEIILEEN A TOP STORY AND THE ROOF SPACE. FIREDLoacIG SHALL BE PROVIDED N WOO -FRAMED CONSTRICTION N 114E FOLLOWING LOCATIONS L N V-(+VAALED SPACES OF 01tt WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS POWWOWS. U. VERTICALLY AT THE CEILING AND FLOOR LEVELS. IT. HORIZONTALLY AT INTERVALS NOT EXCEEDING IBM 2. AT NTER-nL1FrTCNB BEPIEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR S1RIBER6 AT THE TOP AND BOTTOM OF THE RiL ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH ITC SECTION R302.1 (13' GWB) 4. AT OPENINGS AIR9E1D VERB, PIPES, DUCTS, CABLES AND LURES AT CEILING AND FLOOR LEVEL, WITH AN APPRON£D MATERIAL TO RESIST THE PEE PASSAGE CF FLAME AND PRODUCTS OF COMBUSTION THE MATERIAL PILLING THIS ANNULAR APACE SHALL NOT SE REWIRED TO MEET NE ABTA E 136 REWIREIMENTB. S. PORT THE FIRE ELOOCNG OP CAMEOS AND FIREPLACES, WE PC SECTION RIZ03J3 6. Fick -BLOCKING OF CORNCE6 CF A NW -FAMILY D%ELLNG 16 FECIIRED AT 114E LIE OF DLLELLNG UNIT SEPARATION FIREDLOCKNG STALL CONSIST CF MATERIALS LISTED N ITC SECTION R902JU LOOSE -PILL INSULATION MATERIAL USED AB A FIREBLOCK GLEES SPECIFICALLY TESTED N THE FORM AND MASER INTENDED. THE INTEGRITY OF SHALL BE MAINTAIED. KOLL CONSTRJICTIONMFRAMING1 GENJEPAI ALL NAILING TO COMPLY WITH REQUIREMENTS OF RC TABLE R6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FAWNED ACCORDING TO TABLE R1023.5 MINIMUM THICKNESS AND APPLICATION OF GYrSUM MW3D BOARD TAME TICKI!/6 OP WIMP WAND OR APPLICATION CREMATIONpart Ara BOND OR MAPPED OP p mate cm: FW]MM ACE* Q PAW (floe!) MPRM PAW •I6'CYICTO 10 Maki 612E OP HALLO FOR APPLICATOR OYPRM Y6 PRODUCT. 0.104 1 MILO mo 4SaM WREN To WOOD MUER* M CEILING PER90ICYAR OIQZ Y 1 D o ODQ. MAD IDOWW01. DIA I-w•LOb.YNLAR- WYL EITHER D116CTQ! Y • * OR4LQb,IOY4' ROIRD. 4d=CU NAIL, OII PA, 4LY/4MIPAT HEAD. CELW MITER DIIECTO. Y 1 n O RAGE LRM RYd• HEAD, SOY• DIA, I-w• LORA 41p1R- CEILMO OR -I Ri wr Q6Id COVER NM, POW DLL HA' LEY, ON4'LEND. Cal Ea NAIL. 0000 D61. 4Tq' LP*. Y32 HEAD. EIDD WAILWALL !TP 24 • E ETSQ DAQkTW Y O Y M• CEILING EMEF DRECTIOI 16 1 D B RAM IM• SKY Wg HEAD; SLY' PIA. I -a LORA NNLM- MOM G6•d COOLER NAIL. SOY• DIA. IOW L02L V4 IEA0.0 :man Ma NMI new DU I-W I M E.IN.P HEAD. CIILRS PERPENDICULAR 24 1 D Mae X AT LMEATISWAN � ,YGRAY! RR4DIDLM 24 6 i '-tv L00 M COATED N JLS CN P9$VH84r DRYWALL OCIREM K 11110 MALL DIMPLY um MCTCN R 02331 TOOTS WALL !MER DIRECTOR 24 O D DRAM, 1 M La R'64• HEIM a' DIA. I-M' Wb, AMLL44 nLlm OR Ad WELL UMW DIRECTOR Y s Y COOLERNAIL SOOT D14 I-LY LOfl V4' HEAD. OR 6TM1 BOND NAL. BSW DAL I-1D• LQN6 tM4 LEAN. APPLICATION EMI Aocervt M 4411b PMR-DIW.M Y Y Y Will A• AEON KR M• GYPWI EOMD »O OTPMM ROM PR.WCTA WALL ETQ DIRECTION Y Y 24 b'PR M' CIILNi 1111QDRlCTkM Y Y Y CELLIM PERDOICLLAR 24 E Y WM m 100et FOR V(4p NO' GYKYl BOARD MO GTPiM PANEL F%VCIB ECTIELY RILL Ern DIRECTOR 24 Y 24 TW CEILI0 PER9DICTLLM Y Y Y pK( PLY la m ABOVE P01 3 GtPOA'I BOARD ,yOS aIPMN PAIL •RFYCIM PACE PLY MT LLaP PM Ap1ea1.2 M AVER QT)@R ORKTOI 24 24 24 RILL PROP -NNW ALL NAILS 6PECMED ON THIS PLAN SHALL BE COMMON OR GALv4W12ED BOX (UNLEMB NOTED OTHERWISE) OF THE DI4FETER AND LENGTH LISTED BELOW OR AS PER APPEND X L OF WE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NOB) WI COMMON (0J31' DIA. 2-V2' LENGTH), Sol BOX (0JB' DIA 2-1/2' LOG), Dd COMMON (0J46' DIA. 3' LONG) 10d BOX CODS' DIA. 3' LENGTH), 16d COMMON (0J62' DIA, 3 I/2' LOG), 16d SINKER (0J48 DIA 3-1/4' LONG) 5d COOLER (00061 DIA I.9/8' LONG ), 6d AMBER (GRADES RFRAMNG LUMBER SHALL COMPLY TO THE LATEST EDITION O WMPA GRADING RULES FOR THE LLE6TERN LIMBER ALL SAWN LUMBER SHALL BE STAFFED WITH THE GRADE MARK OF AN APPROVED LIMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMA PROPERTIES �T I 2%4 2X6 OR LAYER iaz nFE. SF 42 - Fb•050 GI, Fv15 pet,Fc•1300 peI, E•D00000pe1 IF 42 - Fb•050 p61, Fv•15 peI, Fc•1300 pet E•D0000Dpsl Mai Df-L 4 - Rte300D GI, Fv66 GI, Fc•1350 IT, E•1600000p. DF-L M - Fb•11G pet, PvW peI, Fc•600 Eel, E•800000per 4% 6%OR LARGER AIWA 2X4 2X4 2X6 O1 LAYER NE 42 - Fb•000 pet Fv13 pet, Fc•I300 peI, E•D00000pH NF•2-Ps•SeO per, Fv13 pa, Fc• 1300 peI, E•D00001DGI roma IF 42 - RT•S00 pat, FvSS peI, Fc•1350 per, E•I600000psl HI42-Fb•0•0 pet FvGO pet Fc•1350 pet E•1600000p.I DF-L 5 - Fb•100 NOR, Fv05 peI. Fc•415 peI. E•1300000pel O-L 4 - Fb•100 peI, Pvee p4,, Fc•41e GI, E•13000100pe1 4 X4 4%6 OR LAMER 6X6 OR LARGER 6X6 OR LARGER REVIEWED FOR CODE COMPLIANCE APPROVED JUN '1: 12018 City or Tukwila I BUILDING DIVISION G4 'RIM -I AMNAWV) PRAM (CI U SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-VS FOR CONTNJOUB OR CANTILEVER SPANS WITH TIE FOLLOWING MNIMM PROPERTIES. Fb • 2400 PSI, Fv • 165 PSI, Fe • 650 P61 (PERPENDIPII API, E • 1E00000 PSI. EN*RIEERED WbOD BEAMS AND 1-JOIST CONTRACTOR SHALL SUBMIT SH0P DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDER OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS PSL BNALL HAVE THE MINIMUM PROPERTIES Fb • 2,500 PSI, Pv • 2G0 PSI, Fc • 150 PSI (PERPENDICULAR), E • 2000000 PSI. SEAMS DESIGNATED AS LVL SHALL HAVE THE MNFLM , rJFERTIES Fb • 2,600 PoI, Fv • 285 PSI, Fc • 100 PSI (FERPENDICIILAR), E • 1,000(000 PSI. BEAMS DESIGNATED AS 'LPL' SHALL HAVE THE MNMUM PROPERTIES Fb . 1,100 PSI, Fv • 400 PSI, Fc • WO PSI (PERPENDICULAR), E • 1300000 PSI. CALCULATION. SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION MALL BE LIMITED A8 FOLLOWS, FLOOR LIVE LOAD MAXIM/1 L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD 1RISSE6- PREFADWC4TED 1100D TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SU, .,.A recto DEAD LOADS AS STATED IN THE GENERA NOTES. TRUSSES SHALL DE DESIGNED 4 STAMPED EST A LICENSED PROFESSIONAL ENGINEER AND PABRICATED ONLY FROM THOSE DESIGNS,. NO•pEARING WALLS SHALL SE HELD AWAY FROM THE TRUSS BOTTOM CHORD UN AN APPROVED FASTENER (SUCH AS SAMPSON ETC) TO ENSURE THAT THE TRUSS BETTOR CHORD WILL NOT BEAR ON THE WALL ALL PERM4E4T TRUSS MEMBER BRACING SHALL BE INSTALLED PER T1E TRUES DESIGN PRALUNGS. ROOFAU4LL?LOOR &RAMANet TYPICAL WALL 4 ROM S EATHPG SHALL BE 146' RATED SHEATHING MINIIM UNLESS OTHERWISE SPECIFIED. MINIMSR NAILING SHALL BE ed COMMON • 6' O.C. • PANEL EDGES AND 12' O.C. N FIELD LINO. O4 SEAIEWALL SCHEDULE. SPAN IBEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. BOOR SHEATHING SHALL DE 3/4' TG RATED 440/201 MEANING, UNLESS OTHERWISE BPECFIED. HAM M NAILING SHALL BE SG COMMON At 6' OC. • PANEL EDGES AND 12' O.C, IN FIELD SPAN INDEX SHALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR 814EA1HMG. WALL P AMINO APPROVED CORESIO4-RESISTANT FLASHING SHALL BE PROVIDED N THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INFO TIE WALL CAVITY OR PENETRATION OF LLWIER TO 114E BUILDING 8TR1CtURAL FRAUG COMPONENTS. THE FLAMING SHALL EMEND TO THE &PEACE O THE EXTERIOR WALL FINISH AND SHALL BE METALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHIEST SHALL BE METALLED AT ALL CF THE FOLLOWING LOC4TION0' I. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS P SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE NTERSECNIOI OF CHIMNEYS OR OtlER MASONRY CONSTRICTION WITH MAE OR STUCCO WALLS, LATH PROJECTING LIPS ON BOTH BIDES UNDER 8W O OPENINGS. 3. UNDER AND AT THE ENDS OF M40ONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTM WIN T ABOVE Al PROJECTING WOOD TRIM. 3. WERE EXTERIOR MERCIES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY CF UDOD CONSTRICTION 6. AT WALL op ROOF IfERSECTION6. 1. AT BUILT -INN GUTTERS. CERIOR DOORS. WINDOWS AND SKYLIGHTS PER 205 WAS4INGTON BTATF ENERGY GOnF WINDOWS SHALL BE NBTALLED AND ENURED IN ACCORDANCE WITH THE MANUFACTURERS WRITTEN MSTALLATIHO4 McTRUOTIONB. URIITEN INSTALLATION NSTRICTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS ULEMB NOTED OTHERWISE AFrTION RNO-FMFRAPFYT FSCAFF 4 RDPCIPOPFNIGE REAM R1F1Yd V Y FA('.4FF Gm NaFnIF fFFN1 ccesupc2 BASEMENTS, HABITABLE ATTICS AND EVERY BLEEPING ROOM SHALL HAVE NOT LE88 THAN CIE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING WERE BASEMENT: CONTAIN OE OR MORE BLEEPING ROOMS, AN EMERGENCY ESCAPE AND RESCUE OPENING SHALL SE REWIRED IN EACH BLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS (SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR TO A YARD OR COURT THAT OPENS TO A PUBLIC WAY. EXCEPTION' STORM SHELTERS AND BASEMENTS IBED ONLY TO HOUSE MECHANICAL EQUIPMENT NOT EXrfFDING A TOTAL FLOOR AREA CF 200 62 FT. MNfUM OPENNG AREA. ALL EMERGENCY ESCAPE AND RPAr1P OPENINGS SHALL HAVE A MN NET CLEAR OPENING OF 8.1 BQ FT. E t4PtION' GRADE FLOOR OPENINGS SHALL HAVE A MIN 50 ea FT. main OPENING HEIGHT THE MN NET CLEAR OPENINGS HEIGHT SHALL SE 24 INCHES. MPIIMM OPENING WIDTH, THE MN NET CLEAR OPENNGa WIDTH SHALL BE 20 INCHES TAXMEN SILL HEIGHT- WHERE A WNDOW 10 PROVIDED AS THE W1EIGENCY ESCAPE AND RESCUE OPENING IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' AEOvE THE FLOOR WERE 11E SILL HEIGHT 18 BELOW GRADE, IT SHALL SE PROVIDED WITH A WINDOW %ELL N ACCORDANCE WITH SEC. R91033. SAFETY GLAZING SHALL BE NSNALLED N THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER ITC SECTION R30BA I. GLAZING N DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS N SLIDING, 4 SFOLD DOCK ASSEMBLES PER ITC SECTION R308A1 2. GLAZING ADJACENT TO DOORS - PANELS LATNN 24' OF EITHER BIDE OF THE DOOR N CLOSED POSITION PER ITC SECTION R300.42. 3. GLAZING N WINDOWS - THE PANE IS LARGER THAN 5 6& PT, THE BOTTOM EDGE 18 LESS NHAN IS' ABOVE THE BOOR THE TOP EDGE 16 MORE THAN 36' ABOvE THE FLOOR, AND ONE OR MORE WALKING SURFACES ARE WITNN 36', MEASURED HORIZONTALLY RC M A STRAIGHT LINE O NE GLAZING PER ITC SECTION R300A3. 4. GLAZING N GUARDS AND RAILS PER ITC SECTION R3004A. 5. GLAZING N YET SURFACES - WALLS, ENCLOSURES OR FQ4CE8 CONTAINING OR FACING 140T T S6, SPAS, IWIRLPOW6, SANAS, STEAM ROOMS, DAT111U98, MOWERS AND INDOOR OR OUTDOOR BWmING POOLS WERE THE MOTION EXPOSED EDGE 18 LEES THAN 60' MEASURED vER11C4LLT ABOVE ANY STANDING OR WAKING SURFACE PER ITC SECTION R300A3. T. GLAZING ADJACENT TO STAIRS AND RAMPS - UEHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE TIE PLANE CF NNE ADJACENT WALKING SURFACE CF STAIRWAYS, LANDING SEWEE N FLIGHTS CF STAIRS AND RAMPS PER IRS SECTION R308A6. S. GLAZNG ADJACENT TO THE BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS THAN 1S0 DEGREES FROM THE BOTTOM TREAD NOISING PER ITC SECTION R30B.4.T. SHALL NOT BE A"PI�°`°Q`° D 1 8 - 0 0 5 6 171 Dogk) pr61,JLATION AND M101611n PROTECTICK R',7.10 R AP FM/FAO NOW AND SMOKE -DEVELOPED INDEX FOR INSILAT0N PLATE SPREAD AND BMCHE-DEVELOPED INDEX FOR INSULATION EI4N.L BE IN ACCORDANCE WITH SECTIONS R302.10,1 11 IRO 11 14302.103. 6302.kal °RLdlLISl@L MSULATIM MATERIALS, INCLUDING FAEIGO, SUCH AS VAPOR RETARDERS AND VAIRO-PERMEABLE MEMBRANES METALLED WITNN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING A08EYBLIE9, WALL ASBEMELIEB, CRAWL SPACES AND ATTICS SHALL HAVE A FLARE SPREAD INDEX NOT TO EXCEED 25 WITH AN ACCOMPA41'NGa SWIPE -DEVELOPED INDEX NOT TO EXCEED 480 WHERE TESTED N ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS, I. UFERE SUCH MATERIALS ARE INSTALLED N CONCEALED SPACES, THE FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING 18 METALLED IN SUBSTANTIAL CONTACT WITH Tiff IPEXPO6ED SURFACE CF TIE CEILING, RCOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302103. MALL NOT BE REWIRED TO FEET THE SMOKE DEVELOPED INDEX OF NOT MORE THAN 450 AND MALL BE REQUIRED TO FEET A SMOKE -DEVELOPED NDEX OF NOT MORE THAN 450 UJ-ERE TESTED N ACCORDANCE WITH CANAILC 01022. 3 FOAM PLASTIC MSUL4TION SHALL COMPLY WITH SECTION R316. F5TO RI I O(lFR-FIT 1 MSWLATION LOOSE -FILL INSULATION MATERIALS THAT CAKNOT DE MONIED SITE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCIe: N OR ARrPCIAL SUPPORTS SHALL COMPLY WITH TE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS CF SECTION R502.10.1 WHERE TESTED N ACCORDANCE WITH CAJAILC 81021. EXCEPTION CELLULOSIC FIBER LOOSE -FILL INSULATION MALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CANAULC S1022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS R302J0J AD R302.103. R302.103 CELLLLOBC FIBER LONE -FILL NSULATID( rel 1111 Oslo FIBER LOOSE -FILL INSULATION SHALL COMPLY WITH MSC 16 CFR PARTS DOS AND 1404. EACH P 'RKAr-e OF SKH PROLATE MATERIAL SHALL BE CLEARLY LABELED IN ACCORDANCE WIT! CPMC W CFR PARTS D05 AND 1404. 0102 Im1 PXPOSF0 ATTIC NSLATION Doro6ED INSULATION MATERIALS INSTALLED ON ATTIC MOORS SHALL HAVE A CRITICAL RADIANT RUN NOT LESS THAN 012 WATT PER SQUARE CENTIMETER F OI21m5 TROD P TEOT8 FOR CRITICAL RADIANT FLUX SHALL DE MADE IN ACCORDANCE WITH AGM E 510. INFILTRATION CONTROL EXTERIOR JOINTS ARDIlD MOMS AND DOORFRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR SO•ENRGB SHALL DE SEALED, TALI TOAD, GASCE1ED OR UE4TIHERSIRIPPED TO LIMB AIR LEAKAGE CLASS 1 OR II VAPOR RETARDERS ARE REQUIRED ON THE NTERIOR SIDE CP FRAME WALLS I4 CLIMATE ZONES 5, 6,1, 8, AND MARINE 4. EXCEPTIONS, L BASEMENT WALLS. 2. BELOW -GRADE PORTION CF ANY WALL 3. CONSTRUCTION UPERE MOISTURE OR ITS (FLEEING WILL NOT DAMAGE TIE MATERIALS. R202.11CL480 III VAPOR RETARDERS S CLASS III VAPOR RETARDERS SHALL DE PERMITTED WERE ANT ONE OF THE CONDITIONS N TABLE R102.1.1 IS MET. R102,12 MATERIAL VAPOR RFTARDFR GW APA THE VAPOR RETARDER CLASS BNAU. DE BMW 04 THE MANUFACTURER'S CERTPIED TESTING OR A TESTED ASSEMBLY. THE FOLLOWING SHALL BE DEEMED TO FEET THE CLASS SPECIFIED. CLASS I SLEET POLYETHYLENE UNPERFORATED ALUINM FOIL CLANS 11, KRAFT-FACED FIBEIY4.ASS BATTS. CLASS III, LATEX OR ENAMEL PANT. R10273 111P13M CLEAR AIRSP4(SA AND vEl4T-D OPF148WA FOR VFNTFTS CI Ann1YT, FOR THE APPOSES OP Tine SECTION VENTED CLADDING SHALL INCLUDE THE POLLOWIN3 MINIMUM CLEAR AIRSPACES. OTHER OPENING WITH THE EQUIv4LENr VENT AREA SHALL BE PERMITTED. L VNTL LAP OR HORIZONTAL 4LUMP4M SIDPG APPLIED OVER A LLEATHER-RESISTIVE BARRIER AS SPECIFIED N TABLE R 033(D. 2. BR CK VENEER WITH A CLEAR AIRSPACE AS SPECIFIED 14 TABLE R103.84 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402A AIR LEAKAGE (MANDATORY) THE BUILDING THERMAL ENVELOPE SHALL DE CONSTRUCTED TO LIMIT AIR LEAKAGE I4 ACCORDANCE WRH THE REQIIREM ENT6 OF SECTIONS R402AJ THROUGH 124024.4. R402A.12 TEEING THE BJILDINGa OR DLLELLNG UNIT SHALL BE TESTED AND VERFIED AB HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 9 41R EXCHANGES PER HOUR NeillPOSTING AND ).*401% RENT POSTING OF CERTIFICATE WAFT RA011 A PERMANIENT CERTFIOATE SHALL BE COMPLETED DY THE WILDER OR REGISTERED DESIGN PROFESSIONAL AND POSTED ON A MAUL IN THE SPACE MERE THE RSe44CE IS LOCATED, A UTILITY ROOM, CR AN APPROVED LOCATION WIDE THE BUILDING. WHEN LOCATED OH AN ELECTRICAL PANEL, NE CERTIFICATE SHALL NOT COVER OR OBBTRJCT TIE VI6IEILItY CF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST THE PREDOMINANT R-VALUES GP INSULATION INSTALLED IN OR ON CEILPGI OCR, WALLS, FOED4TION (BLAB, BELOW -GRADE WAIL, AND/OR FLOOR) AND DUCTS OUTODE CONDITIONED SPACES', U-FACTORE FOR FENESTRATION AND TNE SOLAR HEAT GAN COEFFICIENT (214GC) OF FENESTRATION, AND THE RESULTS FROM ANT REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AR LEAKAGE TESTNG DONE ON NE BUILDING. WERE THERE 16 MORE THAN CAE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE vALL E COVERING THE LAGE6T AREA THE CERTF1CATEB SHALL LIST THE TYPES AND EFFICIENCIES OF HEATING, COOLPG AND SERVICE WATER HEATING EQUIPMENT. WERE A GAS -FRIED UNVENTED ROOT HEATER ELECTRIC FURNACE OR BASEBOARD ELECTRIC HEATER IS METALLED N THE FEBIDETY-E, 11E CERTIFICATES SHALL LIST 'GAS -FIRED INVENTED ROOM HEATER' ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER ' AS APPROPRIATE AN EFIOENCT SHALL NOT BE LIMTED FOR GAB-PIRED W VENTED ROOM HEATERS, ELECTRIC NRLACES oR ELECTRIC DASEDOAD HEATERS. DUCT LEAKAGE TESTING, DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSJ RE-33, RISING THE MAXIMA DUCT LEAKAGE RATES SPECIFIED IN 2015 IISEC SEC. R40333. A MITTEN REPORT O: THE RESULTS SHALL BE SKIED BY THE PARTY CONDUCTING TIE TEST AND PROVIDED TO THE CODE OFICIAL ry 111 DIY AR I FAC4/-F TESTING 20PS LLBEC SEC. 12.402,4 1)1! �BEULIIALDIDIAN6G THERMAL E�RMALLEENNVELOPE MALL BE CONSTRICTED TO LIMIT AR LEAKAGE N ACCORDANCE WITH THE REQJIR3-ENTS OF BECTONBL.i1�•EREILa.J.Y.IJrob. AA. RODENT PROOFING: 2015 UNIFORM PLUMBING CODE EEC. 312.12 STRAINER PLATE-8 ON DRAIN INLETS SHALL DE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS Is CF AN INCH I4 Nff LEAST DIMETBCN. 31212J METER BOXES SHALL BE CONSTRICTED N SUCH 4N MANNER THAT RATS CANON ENTER A BUILDING BT FOLLOWING THE SERVICE PIPES FROM THE DOX INTO THE BUILDING. 312122 FETAL COLLARS NOR ON BUILDINGS UHERE OPENINGS HAVE BEEN MADE N WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OP PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY THE MBTALLATON OF APPROVED METAL COLLARS SECURELY FASTENED 10 The ADJOM C STRUCTURE. 32123 TUB WASTE OPENINGS I4 FRAMED CONSTRUCTION TO CRAWL 8P4CE8 AT OR BELOW 114E FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJONNG STRUCTURE WITH NO OPENING EXCEEDING 13 CF AN NCH IN THE LEAST DIENNSCN. WATER HAMMER 606.10(UPC) BUILDING WATER SUPPLY SYSTEM WERE WICK -ACTING VALVES APE METALLED SHALL BE PROVIDED WNH WATER HAMMER ARRESTERS) 10 AMOR E HIGH PRESSURES RESULTS* FROM THE WICK CLOSING OF THESE VALVE.. WATER HAMPER ARRESTORS SHALL BE APPROVED (MECHANICAL DEVICES N ACCORDANCE WITH THE APPLICABLE STANDARD AND SHALL BE METALLED AS CLOSE AS POSSIBLE TO WICK ACTING VALVES. WRFr. PP(TION R404 l V44tNrA FOAM -ENT PER SGE.69@4J - A MINMUM OF l8 PERCENT O LAMPS IN PERMANENTLY INSTALLED LIGHTING FIMUES SHAM BE HIGH -EFFICACY LAMPS. NNERQRR OTAIRWY II I IMNATIA4 PFR PFr. RW)t1 IR- INTERIOR STAIRWAYS SHALL BE PRAVDED WIN AN ARTPICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POOR FROM THE BUILDING WRING THE LIGHT SOUSE SHALL BE CAPABLE CP ILLUMINATING TREADS AFC LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT TIE CENTER OF TREADS AND LADNGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WERE NE STAIRWAY HAG SIX OR MORE RISERS. FXT PTVN, A SWITCH 18 NOT REWIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. FXIFRIr R STAIRWAY 11 I I1MN4TVN PER SW RHm3A ITT- EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTECIAL LIGHT SOURCE LOCATED AT THE TOP LADING CF TIE 5TAJ,RLAT., IRLL STAAY ILLUMINATION MALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING EXTERIOR STAIRWAYS PROVIDING AECES8-TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL DE PROVIDED WITH AN A TPICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. pissjan ANC) NOTCHING MUDS PER SEC R6026 DRILLING AND NOTCHING Cr BIDS .HALL DE IN ACCORDANCE WITH THE FOLLOWING I. NOTCHHING. ANT BTID MAN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO ESE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. SUDS IN NCWEARNG PARTITIONM SHALL BE FERGTTED TO BE NOTCHED TO A DEPTH NOT TO EXCEED 40Z CF A SINGLE STD WIDTH. 2. DRILLING ANY STD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER O: THE RESULTING HOLE 10 NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF T1E HOLE 18 NO MORE THAN % INCH TO NE EDGE OF THE STUD, AND THE HOLE B NOT LOCATED N THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP TO 60% SHALL ALSO BE DOLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED SILOS BORED. SEE FIGURES R6026(I) AN R6023(2). FxrFPTION ME OF APPROVED STUD 8140E8 18 PERMITTED WEIE THEY ARE METALLED N ACCORDANCE WITH WE MANFACIUFER'6 RECOMMENDATIONS. DRILLING AND NOTCHING Or TOP PLATE PER SEC R6026J MIEN PIPING OR DUCTWORK IS PI ArFr) IN OR PARRY N AN EMERIOR WALL OR INTERIOR LOAD -BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING O NE TOP PLATE BY MORE THAN 50 PERCENT O ITS WIDTH, A GALVANIZED METAL TIE NOT LESS THAN 0084 INCH THICK AND I -VA' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE CF TIE OFENRG WITH NOT LESS THAN EIGHT Rod NAILS HAVING 4 MNFIM LENGTH CF I-1/2' ICHES AT EACH SIDE OR EW IVALENT. THE METAL TE MUST EMEND A MINP111 O' 6 INCHES PAST THE OPENING. ea FIGURE RA02.6 L EXCEIEICILIL WI -EN NE ENTIRE SIDE CP THE WALL WITH THE NOTCH OR OUT IS COVERED BY WOOD STRUCTURAL PANEL SHEATHING. E RECEIVED MAR 0 9 2018 TUKWILA PUBLIC WORKS 1. Contrac for or builder must venly all dimensions efore proceeding with construction. a, This plan was designed m be marketed throughout many municipalities. The purchasermust verity compliance with all toms' ais pplicable buildingeodee here the hometo be constructed Pureshould have plans reviewed by a he- ns d uilder end .atruct urac engineer for c mplh amens specific site con These plans should n bealtered by other than uahro'd designer. amhi- lect a lurnl engine! Plan No: L2-2802-3R Date: 2015 N-1 VENTILATION REQUIRE1"ENTS ROOF ATTIC VENTILATION CALCULATIONS VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED V164T6 SHALL BE M UPPER PORTION CF VENTILATED O SPACE NO MORE THAN 3' BELOW ME RIDGE OR HIGHEST POND WITH TIE BALANCE CF RE(RIRD VENTILATION PROVIDED BY EAVE VET4TING FER ID 606J ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR II EE GELNGS APE APPLIED DRECTLT TO TIE UCERBIDE OF ROOF RAFTER!. SHALL HAVE 0E066 VENTILATION CF EACH SEPARATE SPACE BY V84TILATNG °FENNO'S PROTECTED AGAINST TIE ENTRANCE Cr RAN OR WE VENRL4TMG OFEMMGS SHALL BE PROVIDED URN CORCAION RESISTANT WIRE mew, EN Lc Mk 1 Vi MAX °FENNO& F EAVE HEM ARE WALLED RELATION SHALL NOT OBBTRIOT THE FREE ROW O AIR (MN 1' SPACE BETWEEN INSULATION AND (ROOF SHEATHING • VW LOCATION BYRNG OF THE VENT OPENINGS SHALL BE INSTALLED BARLE6 SHALL BE RIGID Am WIND -DRIVEN MOISTURE RESISTANT. F FEASIBLE BAFFLES 6HOUD BE INSTALLED FRCP ME TOP CF HIE OU@IDE OF THE D(TERCR WALL, EXTFNDMG RLIANZ TO A PONT 6' VERTICALLY ABOVE THE HEIGHT CF NON-CONFIR BED MBLANG% 4IY VERTICALLY ABOVE L008E FILL NRJL.ATIOL (Al CALOLATION6 WLL BE NET FREE AREA/ UPPER ROOF: (AREA I) 181I SQ FT. CF ATTIC AFEA1300 • 531 SO. FT. OF VENTILATION REQUIRED (802 e0. NCHEB) IFFER VENTS • 401 Sq. h (9 AF50 VENT&) LWER VENTS • 401 Sq. h 20 EAVE VENTS x VIPER BLOCK • 240 Eh h 4 AF50 VENTS x 50' FER VENT • 200 Sq. h LOWER ROOF - GARAGE: (AREA 2) 252 872 FT. CF ATTIC 0341300 • 84 ea FT. CF VENTILATION REQUIRED (1216Q MOEEB) UFFER VENTS • 61 Eq. h (1 AMC VENTS) LONER VENTS • 61 eq h 6 EAVE VENTS x E' PER BLOCK • 12 5q. h [. t UPPER IRXF VEMNG PROVIDED BY 1150 AF50 ROOF VENTS. (50 ON. FER VEND POI!, EAVE VERIE PROVIDED BY (4)-2 68' DIAMETER 'ID HOLES' PER EAVE BLOCK (4)-2 VD' DIA HOLES • 1416 Eq. h W0 MESH RFA W MESH • Q' M In PER BLOCK LOWER ROOF - CAVIL) PORCH: (AREA 3) 44 ELL Fr.OF ATTIC AFEA/00 • ESQ FT. CF leERTILATILN IS(APIED (72 EC NOES) COR-A-VENT ROOF-2-WALL VENT EAVE MTh • U Sq. h (03 ea N FER LIEAL FT) HEAVE VENTS x12'FER BLOCK• E 64 In UPPER VETS • R Sq. h (CONT. ROLF-24114JL VW) 85 SQ. N X 2 LR BAY» R 84 N. PER TRUSS EAT ea N hELTNED/ 11 ea N• 1 BAT NQIEL UPPER ROOF YENTIG PROVIDED BY 30'-0' lB EAVE VENTS) II'-0' l5 EAVE VENTS) COR-A-VENT CONTINUOUS —� ROOF-2-WALL VENT. PROVIDES 85 SQ. N. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT N ROOF DECK AT OR NEAR THE TOP.) (AREA 3) (AREA I) (. l0-0• EAVE VENTS) 1 1 II'-0' (1 EAVE VENTS) (AREA 2) 29'-0' (3 EAVE VENTS) INTEGRATED 24 I-IR WHOLE HOUSE VENTILATION SYSTEM FPATL.rRtNG EGU ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED DY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN 4 ROOT USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY TROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PE11ROLEIIM GAS -BUR NG APPLIANCES SHALL NOt BE NSTA I FO IN A PIT BASEMENT OR SIMILAR LOCATION WERE HEAVIER THAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE METALLED N AN ABOVE GRADE IE DER FLOOR SPACE CR BASEMENT UNLESS 81104 LOCATION 18 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. HEATING AND COOLING EQUIRENt LOCATED N A GARAGE AND LLHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAN ML4aLE VAPORS SHALL GE INSTALLED WITH THE PILOTS AND BURNERS OR IEATI G ELEMENTS AND SWITOES AT LEAST IS ABOVE THE FLOOR LEVEL JEMPERANIRP CORM, THE PRIMARY SPACE CONDITIONING Sr61E71 WITHIN EACH DUELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE FR:GRPYMA/3LE TVEAMOSTAT FOR THE REGULATION CF TEMIPERATU E WEEC SEC 403.1.1 VENTII AEON EVERY FACTORY WILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE 6W1 GAS VENT SHALL BE INSTA I FD N ACCORDANCE WITH THE TERMS OF ITS LISTING, TFRE INSTALLATION INS1RJCtIONS AND APPLICABLE CODE RNEQUIREPEHTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE tbE HIGHEST POINT UIEFE THE VENT PASSES TI 'p'xr' I THE 00P CF THE BUILDING AND AT LEAST 2' 741074ER THAN ANY PORTION OF TE BUILDING WITHIN 10' OF THE vENT. UTILITY ROOM NOTES/MAKE UP AIR I. WHERE THE EXHAUST DUCT 16 CONCEALED WINN THE BUILDING CONSTRUCTION THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTFIED ON A PERMANENT LABEL OR TAG THE LABEL OR TAG SHALL DE LOCATED WITHIN & FEE) OF THE EXHAUST DUCT CONNECTION 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFT1 SHALL BE PROVIDED WITH MAKE LP AIR WERE A CLOSET IS DESIGNED FOR THE NSTALLATON OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN I00 SO. I CTES FOR MACE LP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MACE UP AIR SHALL BE PROVIDE BY OTHER PPR MEANS •.'. U.. _. • 100 80 INCH TRANSFER GRILL PER TIC G24354 (6146) NTEGRATED 24 MR WHOLE HOUSE VENTiLATIION SYSTEM SEC- MI501 A8 AMENDED 5Y W46H5GTO4 STATE MR90T,1 GFNFIRAI LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL vENTILANCN SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH 1116 SECTION MI50Y12 RECIRCJL4tIGN Or AIR EXHAUST 41R FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECUR -III ATED WITHIN A RESIDENCE OR TO ANOTHER DUELLING WIT AND SHALL BE EM4AffiTED DIRECTLY TO THE OWIDOORS EXHAUST AIR FTCM DATHREOHB AND TOILET ROOTS 6LALL NOT DISCHARGE INTO AN ATTIC, CRAM SPACE OR OTHER AREAS OF THE BUILDING. MI9013 WGLE=HOUSE MECHANICAL VERTU ATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MS013J THROUGH MB0133. MI90T31 SYSTEM DE81(N4 EACH DUELLING UNIT OR GUESTROOI SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M60134, M1501. 5, MI50136 OR M3013.1. COMPLIANCE IS ALEC PERMITTED TO DE DEMONSTRATED THROUGH COMPLIANCE LUTI4 114E INTERNATIONAL MECWWICAL CODE OR ASIRRAE STANDARD 622. MI90133 CONTROL AND CPFR4TIQN L LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY 114E OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE-44OU8E VENTILATION SYSTEMS SHALL BE FRONDED TO THE -riF4NR BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL BE CONTROLLED BY MANS. SWITCHES, DEHMIDISTATS TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHCLE•HOUSE VENTILATION SYSTET'S. CONTN1016 WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A FAN ON' SLOUCH SHALL BE PERMITTED A8 AN OVERRIDE CONTROL. CONTROLS SHALL BE CAPABLE OF OPERATING TEE vENNLATION SYSTEM WITHOUT ENERGIZING OTER ENERGY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED TO THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING NSTRRUCTIONB).' 5. INTERMITTENT UNCLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT UHOLE-NOOSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 9.1 THEY SHALL BE CAPABLE OF OPERATIC NIER'MTTE4TLY AND CONTNUOUOLY. 52 THEY SHALL HAVE CONTROLS CAPABLE CF OPERATING TIE EXHAUST FANS, FOILED -AIR SYSTEM FANS, OR SUPPLY FANS UAMOUT ENERGIZING OTHER ENEIGT-CONBl1NG APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED CH THE TYPE OF CONTROL TRIER INSTALLED. 54 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST CNE HOUR OUT CF EVERY FOUR 95 THE SYSTEM SHALL HAVE A MANUAL cO41R0L AND AUTOMATIC CONTROL, SUCH AS A 24-14OUR CLOCK TIMER 56 5.1 AT THE TIME CPFFINALINSPECTION,INSPECTION,THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE ME W4OLE-SIZING.HOUSE FAHN ACCORD R'G TO THSCHEDULE E SCHEDE USED TO CALCULATE THE WHOLE -HOUSE PAN 9S A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS VA-OLE HOUSE VENTILATION (SEE CPER4TMG INSTRUCTIONS).' M50132J rIPFRAtIY• IIttRrtlnN, INSTALLERS SHALL PROVIDE THE MANUFACTURERS NSTALLATIOH OPERATNG INSTRUCTIONS, AND A UMOLE-HOIIaF vENTILATION SYSTEM OPERATION DESORPTION. MBe-9 MPn IRTITY A' vPNTII AT1CN RAW THE W4OLE-HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DUELLING UNIT AT A CONTINIOUB RATE O: NOT LESS THAN THAT DETERMIED N ACCORDANCE WITH TABLE MI50133(1). XrWPtICN: TFE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM 10 PERMITTED TO OPERATE NtERMITIENTLY WERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT CF EACH 4-MICR SEGMENT AND THE VENTILATION RATE PRESCRIBED N TABLE M15013311) IS MULTIPLIED BY THE FACTOR DETERMINED N ACCORDANCE OATH TABLE MB013312). 1:1I50133 USIOLE-HOUSE VENTI ATION NWFCFATFO WITH A FORCED -AIR AY9TFM THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL THE REQUIREMENTS CF THIS SECTION SHALL BE DEEMED TO SATISFY TFE QUIRE E SITS FOR A WHOLE HOUSE VENTILATION SYSTEM M150135I ITEGRATED WHOLE-14OUBF VENTII ANON SYSTEMS ITEGRATED WHOLE -HOW VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION MI50133. INTEGRATED FORCED -AIR VENTLLATEDC N SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE 71 TOY' I THE FORTED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR vtNTILATKN SYSTEMS %HALL HOVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE CF THE BUILDIG TO TM RERAN AIR PLRW1 OF THE FORCED -AIR SYSTEM, AT A PONT WITHIN 4 FT UPSTREAM O TIE AIR HANDLER THE OUTDOOR AIR INLET DUCT CotECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM CP THE FORCED -AIR SYSTEM BLOLLER AND SHALL NOT BE CONECTED DIRECTLY INTO A RIR44CE GANNET TO PREVENT THERMAL SFmOK TO THE HEAT EXCHAYER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER COMECTED TO TE AUTOMATIC VENTILATION CONTROL AS %PECIFIED IN SECTION MI0132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WTH A FLOW HOOD OR A FLOW ME40URN' STATION 1:11501332 vFNTIL4tION DUCT NSULATICNL ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MNIMWM CF R-4 M150t333 OUTDOOR AIR NI FTA INLETS SHALL BE SCREENED OR ONERUBE PROTECTED FRO1 ENTITY BY LEAVES CR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED 80 AS NOT TO TAKE AIR RCM THE FOLL0UNG AREAS. L CLOSER THAN 10 FT FROM AN APPLIANCE VENT CUTLET, UNLESS SUCH VENT OUTLET S 3FT ABOVE THE OUTDOOR AIR INLET. Z WHERE IT EAU_ PICK UP OBJECTIONABLE ODORS, FUMES CR RATEABLE V4PQRi. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. 4 ROO1 OR SPACE HAVING ANY FUEL-BUR/MG APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, GRAIL SPACES, OR GARAGES. sec. MB01 ''. MI501,41 LOCAL EXHAST FANS EX7444I6T FANS PROVIDING LOCAL EXHAUST &HALL HAVE A MNMUI PAN FLOW RATING NOT LESS THAN 50 cfn AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 oPn AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER HVI 916 (APRIL ME OR AM0A 210. EXTFPTInN: WHERE A RA:YGE HOOD OR DON DRAFT E) 4AUUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE HOOD CR DOLE DRAFT EXHAUST SHALL NOT BE LESS THAN 100 am AT 010 INCES DATER GAUGE. 11601A2 LOCAL EXHAUUST CONTROLS LOCAL E)S4AUST STEWS SHALL BE CONTROLLED BY MANUAL 8tTC4E8, DEHUMIDISTATS, TILERS, OR OTHER APPROVED MEANS. LOCAL E)6WIBT 1E8E91 CONIROLB &HALL BE READILY ACCESSIBLE TABLE MIBCISMI) CONTINUOUS WHOLE HOUSE MECHANICAL VENTILATION SYSTEM AIR Para JIePL�►17A DWELLING UNIT FLOOR AREA(SFJ NUMBER OF BEDROOMS 0-1 2-3 4-5 6-1 >1 AIRFLOW IN ICBM <1500 30 45 60 15 90 1501-3000 45 60 15 90 105 3,01-4500 60 15 90 105 20 4501-6000 15 90 105 120 135 6000.1E00 90 105 120 135 50 >1500 105 135 150 165 120 TABLE 11I60133(2) RTERMITTEFIT WHOLE HOUSE MECHANICAL VENTILATION RATE FACTORS RN -TIME % N EACH 4-HOUR BPGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 13 13 IPS TABLE M5CIA MINIMUM PIEt211PIED LOCAL EXHAUST RATES FOR ONE- AND NUNS -FAMILY L�111 I ursL AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS I00 ctn NTERMR ENT OR 25 Om CONTINUOUS BATHROOMS -TOILET RM9 MEO4ANICAL EXNAUBT CAPACITY Off LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS 50 20 I R ENT OR 20 Om CCNTMUOU9 m 004 NUO Zpb ENERGY CODE COMPLIANCE AND OPTION. 2015 WBEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (la, 3a, 5a, 5c • 35 CREDITS) la - EFFICIENT BUILDING ENVELOPE (05 CREDIT) PRESCRIPTIVE COMPLIANCE 18 BABE ON TABLE R4021J WTI THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U•025 - FLOOR R-38 - SLAB ON GRADE R-10 PERIMETER MUD UNDER ENTIRE SLOB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR -COMPLIANCE BASED CN SECTION R402JA: REDUCE THE TOTAL UA BY E%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (10 CREDIT) - GAB, PROPANE OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94%, OR - GAS, PROPMJE OR OIL -FIRED BOILER WITH MINIMUM AAJE CF 92% TO QUALIFY TO CLAM THIS CREDIT, THE BUILDING PERMIT DRAWINGS PHA' I SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY TIE HE4TNCs EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 9a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SNOLLERNEAD AND KITCHEN SINK FAUCETS INSTALLED IN TIE HOUSE SHALL BE RATED AT 1.15 GPI OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT LO GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED MID SHALL SPECIFY THE MAXIMUM FLOW RATES POR ALL SHOLLERHEADB, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. Sc - EFFICIENT WATER HEATING Lib CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE Cr THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 0.91 OR - SOLAR WATER HEATING SUPPLEMENTING A MNAUM STANDARD WATER HEATER SOLAR WATER HEATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 TERMS OR 2000 kUh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (MCC) MANUAL PERFORMANCE OF 0G-300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT RAMP WATER HEATER WITH MINIMUM EF OF 213 AND MEETING THE STMIDARDS OF HEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MNIMRJM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER {HEATING SYSTEMS, THE CALCULATION CF THE MINIMUM ENERGY SAVINGS. rREVIEWED FOR CODE COMPLIANCE .4'PPROVEC 1 City of TakwilC BUILDING DIVISION j z' 0 rn W • A 1••1 I. contractor or builder befverily all dimensions ore roceeding st construction Z. This plan was designed to marketed throughout purchmanaserumutrtiesverify The compliance with an local applicable building codes here me home to be tutted. Pmxbaeer should have Ins reviewed by a ryc edbuilder and at t- engineer gine r for co con - Wens lWto specificsite — ens . . These plans should not ualtered by other than alified designer, aram- tect. or structural engineer. Plan No: L2.2802-3R Date: M5014 LOCAJ EXHAUST LOCAL EXHAUST SHALL BE PROVIDED N EACH KJTCHETL BAT4ROOML EATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, EPA, AND OTHER ROOMS WERE WATER VAPOR CR COCKING ODOR 16 P1CDIGED. LOCAL EXHAUST SYSTEMS SHALL 0E DESIGNED TO WAVE THE CAPACITY TO EXHAUST TFE MNMIIM AR FLOW RATE DETERMINED N ACCORDANCE WRH TABLE MI601A D 18-0056 2015 N-2 ABARRRI�ER O0VVBIIBTANT SHEATHING OR SUBSTRATE FINISH BIDING GSM TRIM RASNINS WITH 9" MIN. VERTCAL LEG HORIZONTAL WOOD TRIM HORIZ, TRIM At SHEATHING/WOOD STUDS NTS. 12 6 12 2x6 EXTERIOR WALL 1/16' PLY OR OBE SHEATHING, TYP_ BIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS BHEETMETAL FLASHING, TYP. COMP ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY CR ORB SHEATHING, TYP. TRUSS OR RAFTER PER PLAN ROOF TO WALL F!_ASHING DETAIL N.TS. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE VENEER NTD. ;^1 ROOF DRIP EDGES PER SEC. R3072D6 PROVIDE DRIP EDGE At EAVES / GABLES W/ A MIN T OVERLAP ♦♦ TTP PER 81DE Y IF SITE REQUIRES • F Apr Z4 farm Y p Qj 1 1 1 1 1 L 1 1 NORTH ELEVATION I/4"=I'-O" 0 0 C�®C { 1 BOARD 1 BATT SIDING CEDAR SHAKE SIDING 5/4xS BAR£ W/ IX3 RAKE TRIM 5/4x6 BAND YV 213 OAP 5/4x6 WINDOW , DOOR 1 CORNER TRIM 4 FRONT 5/4x6 TRIM 5/4x4 CORNER BD'S CONT. GUTTER b' PAP. HORIZ. SIDING STONE VENEER (ADHERED) p 12 MASONRY VENEER - GENERA) NOWA PFR Apr: RTOAA ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED N ACCORDANCE WITH THIS CHAPTER TABLE R1033(I) AND FIGURE RIVES. - MAXIHL1M THICKNESS 4 INCHES 1 20 FEET NIGH - 8DC D0 1 DI MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACNG - 8DC D2 MAXIMUM 3 INCHES THICK 4 must HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD ORER THAN THE DEAD LOAD OF THE VENEER ABOVE. - MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. - METAL TIES MAXIFAM 24 INCHES HORIZONTAL 1 VERTICAL SPACING. - TIES IN 8DC D0, DI, 4 D2 MUST SUPPORT NO MORE THAN 2 80 FT OF WALL AREA (HOCK INTO VENEER REINFORCEMENT WIRE). - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 1 HORIZONTAL TRANSITIONS. - MINIMUM 3/16' DIA UEEFNOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER - AIR SPACE MINIMUM 1 M. - MAXI MI 4-1/1 INCHES BETWEEN SEAMING 4 VENEER OR MORTAR OR GROUT FILL OVER LEATHER -RESISTANCE MEMBRANE - WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER FER R103.1. WEST ELEVATION 12 rREVIEVVED FOR CODE COMPLIANCE! APPROVED !up{ n 2010 City of Tukwila BUILDING DIVISION; L 12 COPYRIGHT 2010 Lanemvk Dllgn Ina ALL mime RESLIMD EAST ELEVATION I/4"=1'-O" GRADE TO SLOPE AWAY FROM POUNDATION A MIN. OF 6" WITHIN THE FIRST 10' SOUTH ELEVATION 1/4"=1'-O" HOUSE NUMBERS t0 BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MRL 4' HIGH 1 A MN. STROKE WIDTH OF 1/2 PER SEC. R319.1 t contractor or builder bmust verily all dimensions efore proceeding with construction. a. This plan was designed to be marketed throughout many municlvahtiee. The purchaser must verity compliance loth all local applicable buildingis codes where the hometo be constructed Purchaser should have tans reviewed by a Bo- oed builder and struct ral engineerrot phnce to c site com dttlons. aped These plans should not e altered by other then unlined de,igner, archi- tect siructuml engines Plan No: L2.2802.3R Date: 2-2i-IS D 18-0056 1 , 16'-II}' 19'-01' / / 9'-3}' 31_5' � _ \ 6/0x410 XOX 5/0xa1 XO SG• ♦ .., \ -, \ EGRESS R If . 0 0 / 12•BOB \ ® \ MASTER � . .f \ W VAULBEDOCEEIILING MASTER 60 6' - --. BATH n 1�, Q -r 8D. 50 8' CLG. m '. LIN. ®r 10'44 / 2'43' 5'-14 01 3'-04' 6'-13.1' )/ X CLOSET m S' CLG. m "' ai O A ♦ !- PAIR r"' o ■ W 50 g $ a)EW' m BEDROOM 2 :323:A in \ m \ e �C� 8' CLG. ®° / A D V.T.9 Ill /�("�'�— • L � Qi - LIN 13 x r Q ■ A. ;1)• r 4 ABOVE � NOS t a ® 2 An 1 4 D g inM BEDROO 3 8' CLG' - - Nc 1O ■ OPEN TO BELOW 'S *' SD. dT dt \ ■ l_ ----5 -) ® EP BATH 3'-113' jr. 1.-4' � 8' CLG. / S DN WR '^ 0 0 in it 0 / " ® j1 SD. `3 110�,. BEDROOM 4 O VAULTED CLG SD.I y ® y . •. PLAYROOM S' CLG. ..-I EGRESS y 9 \ \ 5/0xM0 XO ttt r A E.,_, - EGRFBS 2/0x4/0 FX 9 - �\ \ .(E .W .._ $ /0x4/6 XO 6-0' __ \ / Y-10' / 9'-2' / 3' -0}' 3'-II}' 5'-10' 5'-2}' D 0 / / / / II 0 / 19-0' 30 -0' / UTILTY ROOM NOTFSAMAKE UP AIR PER IRD G2439 I. WERE THE EXHAUST DUCT IS CONCEALED WITHIN hE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHN 6 FEET OF THE EXHAUST DUCT CONNECTION. 1. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MACE UP AIR WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION CP A CLOTHES DRYER AN OPENING HAVING AN AREA OP NOT LESS THAN 100 SO. INCHES FOR MACE UP AIR SHALL BE PROVIDED N THE CLOSET ENCLOSURE, OR MACE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. w 100 SQ INCH TRANSFER GRILL UPPER FLOOR PLAN 1/4"=ILO" USING EXHAUST PANS PROVIDE WNF 4 192E614 AIR INTAKE FER SHEET N-2. 'REFER TO SHEET N-2 TABLE 150133(V 4 150133(2) FOR FM BRING AND RUN TIMES GENERAL NOTES: I. ALL WORK TO BE IN COFORIANCE WITH 2015 IRG 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTRIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOVER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOUERHEADO 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 GPM. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM ID GPM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. S. ALL GLAZING WITHIN 24' OF DOOR OR WITHIN 18. OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: N EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY CP THE BEDROOMS. GN EACH ADDITIONAL STORY OF THE DUELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, 4NP ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORZGNTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED N SUCH A MANNER THAT ACTUATION OF ONE ALAR1 WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. •SMOKE ALARM -CARBON MONOXIDE GGMBO. 10. PROVIDE CARBON MONOXIDE A ARMS FER SEC B3L2 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE 0= EACH SLEEPING AREA N THE RIMEDIAAE VICINITY OF THE BEDROOMS. PER 205 ARC 4 WA STATE AMENDMENTS SEC R315. IL INSULATE ALL WATER PIPES TO MINIMUM R-3 PER U*EC R40353. 0. ALL DUCTS 4 EXHAUST DUCTS INUNCONDITIONED T SPADES SHALL BE INSULATED TO A MINIMUM OF R-8 FER WSEC R4033.1, DUCTS WITHIN A CONCRETE BLAB OR IN THE GROUND BE INSULATED i0 R-10 NBULATION DESIGNEDIGNED TO BE USED BELOWW GG RADE 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO W B. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING PER R30357. 14. GAS PIPING 18 TO BE PROTECTED PER G24151a WHERE PIPING 18 INSTALLED HOLES OR NOTCHED N FRAMING MEMBERSS AND UD THE FE PIPING IS. LOCATED LEGS THAN I-1/1 INCHES FROM THE FRAMING MEMBER FACE TO U.HICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, TJ4E- PIPE SHALL BE PROTECTED BY SHIELD PLATES, THAT COVER THE WIDTH THE PIPE D THE FRAMING MEMBER AND THAT AN AT EXTEND NOT LESS THAN 4 NCHETO EACH SIDE OF THE FRAMING MEMBER. WHERE E THE. FRAMINGMEMBER THAT THE PIPING PASSES TFOAUC' 1 18 A BOTTOM PLATE, BOTTOM TRAGIC, TOPHA PLATE OR TOP TRACK,THE SHIELD PLATES SHALL COVER THE FRAMING+: MEMBER AND EXPEND NOT LESS THAN 4 INCHES -ABOVE Tf4E BOTTOM FRAMING MGAND NOT LE*•T-I' N 4 INCHES BELOW TOP F THE TOP FRAMING 19. PANU 4 CRAWL LEA ACCESS 41t4ES OR DOORS ,A L L BE UEATiL N TRIPPED AND INSULATED ON TO ,A SURROUNDING' euI:ENT TO THE INSULATION ON THE USE VER�ACES 16.'AHOLE HBLEE WITH VENTILATION 14 TIMER READILY THAT READS 4 WITH LABEL AFFIXEDIL t0 CONTROL THAT READS 'WHOLE NIO utF VENTILATION' (SEE 0FERAT56 INSTRUCTIONS) IT. DRYERQBXERDUCSiBEGIBED_UEAGIELEERIE.0 MI502451, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. W4ERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED N ACCORDANCE WITH THE TABLE MI502.45J. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18 CAVITIES WITHN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 E'ER NCH MINIMUM PER 205 LI EC TABLE R402AJ.1. WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH RJRNACE SEE SHEET N-2 FOR R QUIN tnNTB. 'REFER TO SHEET N-2 TABLE 150133(1) 4 150133(21 FOR FAN SIZING M4D RUN TIMES WRNACE TO NAVE A DUCT FOR OUTSIDE AIR MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR TI-E REWIRED FRESH AIR EXCHANGE. NTEROR STAIRWAY ILWMINATION PER SEC R303.1 IRO INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTFICIAL LIGHT SOURCE TO ILLUMINATE THE LANONGS AND TREADS. STAIRWAY ILLIMNATION SHALL RECEIVE PRIMARY. POLES RS21 THE WILDING WIRING. THE LICIT SOIJRce SHALL BE CAPABLE CF ILLUMINATING TREADS AND LANDOB0 TO LEVELS NOT LESS THAN I FOOT-CANDLE MEASURED AT THE CENTER OP TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL TIE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. FXrrp tlnN: A SWITCH 18 NOT REWIRED W4EIE RETIOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTI1.6 IS PROVIDED. EXTERIOR STAIRWAYS. SHALL BE PROVIDED WITH AN ARTFICIAL LIGHT SOURCE LOCATED AT THE TOP LADING OF THE STAIRWY. STAIRWAY ILLUMNATION SHALL RECEIVE PRIMARY POWER FROM THE WILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A 13ABEi'E14T FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTFICIAL LIGHT BOURSE LOCATED AT THE BOTTOM LANDING CF THE STAIRWAY. • 2f S 40'-0' 20'-0' 101-0' 10'-0' 10'-0' 4,_10e 5' 2' l'-5' i I OPTIONAL IF/P LOCATION �,' I._ 8/0x6/0 XOX METAL FIREPLACE INSTALL PER 1 FR SPECS. PROVIDE 6' SQ IV. OUTSIDE AIR 2,_0 (GREAT ROOM 9' CLG COVERED PA-IO 9' CLG 6/Ox /1 0 TRANS. EVE NOOK 9' CLG 2'-IF 2XE. WALL ■ ARCH DDNNINO • LINDE PER S'A c-Ic 161 R • Akt44 •1 WALL W/ IU L WOOD 88� OPEN v II' 3 -l' k SAYING BAR KITCHEN 9' CLG PANTRY CLG WAIL $ W/ IS ABOVE OGYTOS EP. O$O 0 0 X • NI 8'X24' \RAUL ACCE ® m } 3/4 BAT CLG 0 E ARCH ENTRY 9 CLG 0 9 • 2/0x5/0 8H COVE PO 0 D H 2'-1' PAIR r Ra' MN. SOLID CORE SELF ATEEEELLG DOOR OR 20 MIN. RATED n MN. 367C36' LANDING RAI R_l5I NAT.A IMJT. GAO HOT WATER SYSTEM (ENERGY FACTOR FACTOR 0.91) OUTDOOR COMBUSTION AIR SHALL BE PROVIDED PER IRO G24016. PROVIDE ONE VERTICAL PERMANENT OPENING THROUGH MECH. r-mer_, 6x6 P.T. POET W/ CCO CAP c/30 BASE LANDING AT 'E NOT TO BE Lo 15 1HRESHOL T' DOOR R THAN TOP OF (R31L.0 (GARAGE USE IR' GIID ON ALL WARM AND STRUCTURAL WALLS. (PLAYER 5/8' TYPE 'X' ON CEILNGS. WRAP ALL EXPOSED POSTS AND BEAMS N V2' GW5 NO DUCT OPENINGS N GARAGE. rS THROUGH CLG OR COMMON TO 1405F, 6 GAGE STEEL 16/0 x 8/0 ON. DOOR 16'-3' RO. \ B/0 x 8/0 ON. DOOR 8-3' RD. COPYRIGHT 2010 Landmark Design Ina. ALL maws mews, 6' 3' 2'-41' 2'-44' 4' 9' BLUE Rle AUGGETpRACER WMETAL INTER SERVICE PIPING PER UPC 604.9 9,_6' 19' 0' 91_6' \ m\ \ 4'-6' 10'-0' 5'-6' 401-0' MAIN FLOOR PLAN I/4l'=1'-0" D 18-0056 MAIN FLOOR: 1244 SQ. FT. UPPER FLOOR: 1555 SQ. FT. TOTAL: 2502 SQ. FT. GARAGE: 511 SQ. FT. FRONT PORCH: GI1 SQ. FT. REAR COVD DECK: 55 50. FT. REVIEWED FOR CODE COMPLIANCE I APPROVE' Utl0_21:18 City of Tukwila BUILDING DIVISION t contractor or builder must verify all dunenemns ceding with onstrution ills plan was designed to be marketed throughout many municipalities. The verily omprsnce with u local ppheame building codes 'here the home is to be constructed. 3. Purchaser should have lens reviewed by a no- sedlder and at co- • e to�ecieerfic sior te con- ditions. specific These plans should not e altered by other than ualified designer, archi- tector structural engineer Plan No: L2-2802-3R Date: 2-21-18 2 C) FOUNDATION AT PATIO �� NTS 4x4 P.T. POST r W/ PB BASE QN 24'x24x12' CONCRETE FTG. 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB •4 BARS INTO CONC. SLAB • IS' O.C. 20-0' 101-0' 10'-0' • 4 BARS 6• cc 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE 14 6x6 P.T. POST W/ PB BASE ON 30'x30'x12' CONCRETE FTG. W/ 3-•4 BARS E.W. 4' CCNC. BLAB OVER 4' COMPACT SAND AND GRAVEL 549E A •4 BARB IS' 00. c • VE14. IMPACT BARRIER 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 48'x40'x8' COW -retie FTG. a/ 5-4 BARS EACH WAY 2'- LSTA 30 RIM TO RIM 30' 4306x89:--,�:u:, cORCRETEFTG."�`:, us/ 3-4''BARS EACHLU4Y MIN 36'46' LANDING BLOCKOJT FOR DOOR T &x6 P.T. POST W/ 090 BASE ON 36'x36•xl2' COPLRETE FTG. W/4 4 EA WAY 10'-2' 6'-3' 36'x36'xB' CONCRETE FIG. W/4-4 EA WAY 6/0 x 8/0 ON. DOOR 6'-3' RO. SI-61 B' 0' 40'-0' 6' ce FOUNDATION PLAN 1/4"=ILO" COPYRIGHT 2011 Landmark Design Inc. ALL IiY•um RESERVED D 18-0056 e/0 x 8/0 On DOOR 8'-3' RO 4' 0 SO-ED. 40 9TL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB /16 B /e TITAN ND�OR EQ) 4'-6' Ir.144 5'-6' 10'- • 0 IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footinggoundation inspection, prior to pouring concrete. A survey may be required to verity iet 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. fC 1/2' X S'. e' HI 3/6 !P&L,r FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. • ATI•N OT To SOIL. AR 1• 1 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRPBf•CF TREATED. 3. ALL BEAMS TO BE 4x10 DFL Q ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA x 0 CONC. PADS WLESet NOTED OTHERWISE 4. ALL POSTE, TO BE ANCHORED AGAABT LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS 844OULD BE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM I8'-24' CRAWL ACCESS. CRAWL ACCESS HATCHER OR DOORS SHALL BE WEATPERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON TPE SURROUNDING SOLACES. a PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. 'FONDATION VENTS SHALL BE PLACED 90 THAT THE TOP OF TIE VENT 19 BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. S. INTERIOR GRADE OF CRAWL SPACE SHALL BE SLOPED TO DRAIN AID INSURE THE REMOVAL OF WATER I0.PREVENT WOOD TO CONC. CONTACT (W/CO4T. FLAONING OR APPROVE MEMBRANE. IL 4 INDICATES '81MPBCN' HOLDDOHN. 12. / SEE SNEAR�141 I Sra+FDULE FOR ANCHOR BOLT SIZE 4 SPACING (91-IT 91ID). 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 %" 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 8 encased by at least 2" of concrete. (NOTE' 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) USE 3' x 3' x I/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D I244/50 • 819 SCL FT. PROVIDE SCREENED VENTS FOR VENTILATION 13 VENTS REQ'P cod Dr, REVIEWED FOR CODE COMPLIANCE APPROVED 3 JUN 2C18 City of Tukwila BUILDING DIVISION I. contractor or builder bust verify all dimensions efore proceeding with costruction- 2. This pan was designed to be marketed throughout municipalities The purchaser mustverify compliance with all local applicable building codes here the home to be constructed. 3.. purchaser should have plans reviewed by a Le- nsed and struct- ures l engineer fore mph to specific site con- ditions. Thee plans should not alteredbe by other that qual ified designe tec t. or structural ewe Plan No: L2-2802-3R Date: 2-21-18 3 APPLIANCES IN ATTIC NOTES: PER 2015 IRO Mt305.13 L ATTICS CONTAINING APPLIANCES SHALL BE FRONDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 IN CI-EB HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEAN INFO ALONG THE CENTER -NE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL WAVE CONTINUOUS SOLID FLOORING N ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. THE CLEAR ACCESS OPENING DIMENSIONS SHALL BE NOT LESS THAN OF 20 INCHES BY 30 INCHES, AND LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE. EXCEPTIONS: I. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. ICIER E THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 FT HIGH AND 22 INCHES WIDE FOR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2 F FCTRICAL RFla IIRFMFNTS MAOR 131 A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 38 EXPOSED LAMPS SHALL BE PROTECTED FROM DN-IAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2-LAYERS 44' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R-45 INSULATION TINDER PLATFORM. (I -LAYER OF R-%HIGH DENSITY (10-1/4') 1 I -LAYER R-II (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED N ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH PROVIDE CONDENSATION LINE FROM FURNACE 10 EXTERIOR ROOF FRAMING NOTES: L ALL HEADERS TO BE 4x8 DF Q, WINLESS NOTED OTHERWISE HEADERS AT EXTERIOR WALLS 1 WARM WALLS TO BE NSW 4TED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: 6X6 PT POST W/ • SHALL CARRY MAMFACTUIERB STAMP. EPCZ CAP • SHALL HAVE DESIGN DETAILS AND 4 PS BASE SPECFICATICf4S ON SITE FOR FRAME INSPECTION • SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECFICATIONB. 3.40 TRUSS SHALL BE FIELD-MODFIED WITHOUT PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS AT A MINIMIS1 OF 22'4430' PER IRO SEC RS01.1. •ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE NSULATION ON THE SIRRONDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. R806. ALL FRAMING TO COMPLY WITH IRO SEC R802. 6. < I REFER TO SEAR WALL SCHEDULE 12' ON. v fly x 914 LVL VAULTED CLG L NE NAGE. �.2 VAULTED OLG LNE 4/52.0 20 MAF. TRUSSES • 24' OG L6TA30 - 14DR 1 SILL TO 3x BLOCKING. 8/820 ROOF OVERFRAME NOTES: IRO SEC R3023 I. RAFTERS SHALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS N DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE OUT ETD OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS). DSC5 GI ER TO TOP PILATE (3) 2 -u r -1 J 2X6 bVERAiAME •24' OC GIRDER TIRES ROOF VENTILATION CALCULATIONS 4 REQUIREMENTS At LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION CP VENTILATED P00F SPACE MO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE C REQUIRED VENTILATION PROVIDED BY EAVE VENTING VENTILATION REQUIRED PFR SPC RA061 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORTED WERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF I/16' INCH MNIMUM AND I/4' INCH MAXMU't VENTILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE FROVI ED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF I/16' MNIMUM AND I/4' MAXIMUM. OPENINGS N ROOF PRAT-124a MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF SECTION R002.1. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY TO THE OUTSIDE AIR MNIMUM VFNT AREA PER SEC. R6062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE I/150 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION 0 EARWNC'F PFR SFr. R906 3 - UA$RE EAVE OR CORNICE VENTS ARE INSTALLED, INN 'L4TION SHALL NOT BLOCK THE FREE FLOW OF AIR NOT LESS THAN A 1-INCH SPACE SHALL BE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND AT THE LOCATION OF THE VENT. SEE SHEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS 4x10 f77/1 — 84% ER AIR/ MAX BTUMR 41,,549 U ATT C L 0 • lv= 2X6 OVERFRA'IE 1' 24. DC MUVF. TRISFF6 2 •2s DC. 4XID MAF. TRUSSES A A A 4X12 T ROOF FRAMING FLAN I/41l _ 1l-0" OPENING CONT. DBL. TOP PLATE R-I0 R.ID INSULATION (• SHIADED ARW OP WALL 4X HEADER KIN. STUD EXTERIOR PLYWOOD TRIMMER HEADER/INSULATION DETAIL NTS MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DET41 ACCESS FEINTING frti PROVIDE 222 ' polCordP14CE / .//rr//i ^PE R2b cP -4) 0 r g• - / k / !3) 2 G 4XI2_ D 18-0056 L ALL MULTIPLE JOISTS OR BEN'18 MUST BE BOTH GLUED AND NAILED W/ed NAILS • 24' DC. NAILED TOP 4 BOTTOM STAGGERED EACH SIDE. 2. ALL HEADERS TO BE 4x6 DP 12, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED WJR-I0 RIGID INSULATION 3. SOLID BLOCK BENEATH ALL POINT LOADS FROM ABOVE. 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD 5. • MBTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTHERWISE 6. 4 REFER TO SHEAR WALL SCHEDULE. LSTA30 - NOR 1 SILL 141820 - BEAM 10 3x BLOCKING. T TO TOP PLATE 8/620 3) 2x6 6X6 PT POST W/ ECCQ CAP P5 0 311 Ily LVL x 5Uj x 12 GLB ...............//�// ///// ABOVE 30FP AT COVERED IT AND PLATE 148111 PMI0 ATE LBTA24 - BEAM TO TOP PLATE 'fir. Gut_ x6 PC CAP � t,t 314 x_E aa-e fl �. II �,. BEARI WALL f *V t es (5)2x4 4 ARNG WALL r REVIEWED FOR CODE COMPLIANCE APPROVEC DEL. JOIST L h 1Lhi 0;_ 2018 } U j City of Tukwila y BUILDING DIVISION; . 2 / BHTARCM ILALL %I H/. I//Ir//%///i%//I/// C Ili iA HITS 20 BEAM TO TOP PLATE /�� 0 9 x 0 6x& P.T. POST BIM I_ W US 210 NNsR'B ,. r—(6) 2x4 m 4 LCB BASE 0 5l/4 x IN4 LVL 9 t 2.044 x iP tbl 3) 21 Sly x 15 GLE 4X10 C(9)2x4 4xD _ — CANTILEVER ramii. / \ SECOND FLOOR FRAMING PLAN 1/4"=I'-O" NOTE - FASTENERS FOR TREATED WOOD TO BE HOT -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER STUD NOTCHING AND BORN% - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING F DOUBLED 4 LESS OR EQUAL Nrr-FSSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 6/8 INCH TO RACE OF STUD. z" 0 I;n 1. Contractor or builder must verily all dimensions before proceeding with construction 2. This pion was designed to be marketed throughout purchaser must tverfTho compliancey with all local m applcabuilding codes where thehometo be constructed d. Purchase should have lac reviewed by a 80- .cde^timer and atruct ural to specifer ic rsite eoli- d:uuna. These plans should no be altered by other than a uarred designer, archi- tect, or structural engineer Plan No: L2-2802.3R Date: 2-2i-18 4 W/ IN 36' 'X' STAIR NOTES: 5/8' TYPE GWB APPLIED VERTICALLY AF50 ROOF VENTS C50 SQ. IN. NET FREE AREA) AND NAILS 8' NAILED TO STUDS W/ OR CODE COMPLIANT O.G. WALLBOARD JOINTS MIN. 11/8' DRYWALL SCREWS. SPACED MUST BE COVERED W/ MIN. 6X6 PT POST �/16' LP FLAMEBLOGK FIRE- RATED OSB SHEATHING OR V TYPE 'X' GYP SHT'G PER PC REM wn""D"`mr teas, urea enests AIM. LEASTONE OP Malt SOLID TIGHT FITTING TAPE AND JOINT COMPOUND, AND FASTENER HEADS TRUSS BLOCKING COVERED W/ JOINT COMPOUND. a• MIM MALL a S *.-I I STRRGEM TO BE FIFE 'LOO®AT BOTH TOP AND NOT Asa THrxnN NA ECRU AR CR la SEC KN pORRi w1 •nRL.G•I-IM1x ,xxe,wLL,w„e AU tear SPACE BDIR er4nE TO DE INCUR 11L RADIUS ae a'. 4 CONERLICTICAL M. /yy NDOLIAMMWy TO eE»• "" " NEWT. 2x8 FASCIA BOARD ox,-su•. Milli RN TO BE le•. MNNnREM TErtrr To OE s'-e•.ne �c OPOiNOS POR MEADS sou. MAROS ON Ee�,;, 51ia' THICK, NOMINAL 2.5 PCP _ o DENSITY UNPAGED � MINERAL nwnneTAeRUDxToeew•. ALUM A°1�en l/16' LP FLAMEBLOCK FIRE- FIBER BATT INSULATION, FRICTION FRT•DE CQRN%,B NAM FAIL SB To)e• OFF RATED OSB SHEATHING INTERIOR FIT BETWEEN WOOD STUDS 16' 2x6 STUDS ®16' TREAD gDearG SO MST EXTEND BEYOND BOTTOM ,j 2: G'nx-la•MAX roeNp • FIFODE GUARD PALS AT LRCMSMNIIMH X• 1 11� �— O.G. SIDING OR TRIM PER PLAN NIGH 116 CLEAR SPACE IgOK P tW06PoP PORTION R#DRAR MALL BE NOT LCe9 I V4' NOR MOPE THAN 2' M y\y• POST DETAIL FROM LESS PROPERTY FOR THAN STRUCTURES 5' LINE WATER BARRIER —� - ""` ' ... cceeeernanLDn § 7' M • PER n,rs " - % •I� II Mr ro nee TUR'�LREOPBM3 2x6 STUDS a 16' O.C. W/ R-2I FIBERGLASS INS. EXTERIOR W/ IN 36' • teIRAL STAIRS [ � °SIX' �C6LN;� STAM ER TALL a' 1L° E IEN' A POINT v' Mrs gt®E TRIAD IS MdeasmT MUM ' AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) MIN. 1/16' CATAGORY LP 1� EXTERIOR PACING \ FLAMEBL W/ PYROtItE FIE BLOOou.No.trrxAo HANDRAIL/ AOOGETRamMOSNG 111M4 61104101.0 A MBA acme SURFACE FACING PAC OUT ONPN OPE+S lan PM RC ( i �� _ INTERIOR eTaeMBRw® 'X' SOLID TIGHT FITTING 5/8' TYPE GWB APPLIED VERTICALLY TRUSS BLOCKING AND NAILED t0 STUBS W/ MIN. 11/8' DRYWALL EXTERIOR PAGING 1 PT RISERS IDECK IJOISTSPER PLAN NAILS OR CODE COMPLIANT 8' O.G. WALLBOARD JOINTS TAPE AND JOINT SCREWS. SPACED I. FIBER CEMENT BOARD MUST BE COVERED W/ 2. T-1-I1SIDING FASCIA BOARp PT Dm li I'IALL er COMPOUND, AND FASTENER HEADS 3. WOOD STRAND OR FIBER PANEL 2x STUDS PER PLAN COVERED W/ JOINT COMPOUND. 4. CEMENTITIOUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING 1/16' SHEATHING�°e`�1 ATEaeRrrER 36B06'MIN I ..�- : � saom P.T. WIRwSE �— SIDING PER PLAN NO SCALE DESIGN: INTERTEK LPBNJA 60-01 SCALE cLg Z- EXTERIOR EAVES WITHIN 5'-0' OF PROPERTY LINE PER IRG 302 4 TABLE R302.1 » SLIM, OORT NO ECAJ-E EAVES 4 WALL WITHIN 5'-0' OF PROPERTY LINE PER IRG 302 4 TABLE R302.1 TYPICAL STAIR DETAIL AND NOTES H HOUR F...-R S I 5 I VE . ...I . .S COMPOSITION ROOF W/ 300 NTERLOVEN FELT ON I/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MN 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC R9052$9 PROVIDE DRIP EDGE AT EAVES 4 GABLES UI/ A MN 2' OVERLAP. 2x SCREENED EAVE VENT BLOCKS UU(4) 214' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MN AIR SPACE. TYPICAL EXTERIOR LUAU I - (2)Yxb TOP PLATES 2x6 STUDS • 16' O.C. 2x6 BOTTOM PLATE I/2' ENT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WAR': SIDE) I/2' GYP. BD 4' CONCRETE SLAB SLOPE TO ORAN OF MASTER BATH r 4' BARB 18' 0.C. 12 . LG NOOK R-98 INSULATION HIGH DENSIN ILI Ut1LITY BEDROOM KITCHEN FLOOR CONSTRICTION: 3/4' T4G PLYWOOD SUB -PLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR / SIZE AND SPACING) TIP NT I114 I (2) 2x4GTOP �ple 2x4 11. 6' DC. 2x4 SOT. R 12 BATH STUDY CRAWLSPACE COPYRIGHT 2010 Lendmerk Design Inc. ALL RIGHTS RESERVED 6 MIL VISOUEEN VAPOR BARRIER THRoIYHOUT GRAIN SPACE. LAP SPLICES 12' MIN UILIlING SECTION .ATTIC VENTILATION AT LEAST 40% 4 NOT MORE THAN P50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. BONUS ROOM FLOOR CONSTRUCTION: 3/4' TIG PLYWOOD SUS -PLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR — SIZE AND SPACING) RAD INSULATION 6ARA&E USE 1/2' GM ON ALL IU4R1 AND STRUCTURAL WALLS. (I) LAYER 9/8 TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN I/2' cue FIRE BLOCKING AND DRAFTBTOPPING PER SEC. 302JI a 302.12 I. N CONCEALED SPACE8 OF STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS AT Tiff TOP AND BOTTOM OF THE RN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMMOTION. D 18-0056 TIGHTLINE FOUNDATION DRAIN: 4' DIA PER'. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC Lin REVIEWED FOR 1 IL W CODE COMPLIANCE Z APPROVER IL p ;UPS cZ W m to L m\ b 0 GRADE D. 2C18 City of Tukwi6;_ BUILDING DIVISION STUD NOTCHING AND enRING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING F DOUBLED g LESS OR EQUAL SI Irv6SIVE STUDS. - NON -BEARING MAXIMIH NOTCH 40%, BORING 60%. • HOLES NO CLOSER THAN 6/6 INCH TO FACE OF STUD. PF2.,1 T 0 in A • L Contractor or builder t verify an dimensions wbefore proceeding with truction z. This tan designed to be marketedt'hrought many mumcalRuea. The purchaser must. lly y • plane withall local whelreaine a mdens b Ee constructed. 3. Purchaser should have • re viewed wed by a ro- • wed builder and struct- ural engineer Tor c mplh d¢ie to specific alte con ona. These plans should n be altered by other than uentled designerarchi- tect. or structural engineer Plan No: L2-2802-3R Date: 2-21-18 5 sts - / 1 itt L / / 10,1 SD9D. L UPPER FLOOR ELECTRICAL 1/4"=I'-O" P L / J w INTERIOR 6TAIRUAY ILI IJM14TION FPR AFC re, net - INTERIOR STAIRWAYS SHALL BE FRovIDED WTI-1 AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLMNATION SHALL RECEIVE PRMARY POI ER FRO-1 THE BUILDING WIRINCv THE LIGHT SOURCE SWILL BE CAPABLE C ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT TIE CENTER GP TREADS AND LANDINGS. THERE SHALL BE A WALL SSATCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY NAB SIX OR MORE RISERS. F)o fltIONl A SWITCH IS NOT REQUIRED WERE REMOTE, CENTRAL OR AROMATIC CONTROL OF LIGHTOE IS PROVIDED. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTFICIAL LIGHT SOURCE LO 41ED At THE TOP LANDING CF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL REICEIvE PRIMARY POWER TROT THE WILDING WRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING CF TIC STAIRWAY. sts O O L_IL_J O00 1 - OLG OUTLET Y - -,-\ / \ / \ / \\ E OUTLET '" MAIN FLOOR ELECTRICAL D 18-0056 REVIEWED CODE COMPLIANCE ?..PPROVED ;UN 2G1G City of Tukwila BUILDING DIVI51ON PE.,_. C[ ELECTRICAL KEY OVERNEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO EXT. FAN VTOB) A LIGHT COMBO GA Mom. ALARM BOV BATTERY ACKUP NI CABLE T.V. JACK O e 104 PHONE • RAIDER COITRER LIGHTS GAS OUTLET NOSE BIBB EXT. FAN VTOB LANDMARK L Contractor or builder must verily all dimensions before proceeding with construction. 2. This plan was designed to bemarketed throughout many municipalities. The urmeeer m verily apmpliance with all local plicable building codes .mere the home le to be constructed Purchaser should have tans reviewed by Il - <d<h illder and 'tricot mew peculfcrsuoe corn [Minns These plans should not e altered by other than uelillled designer archi- tect structural engine. Plan No: L2-2802-3R Date: 2-2T-18 6 r GENERAL STRUCTURAL NOTES ALL CONSTRICTION SHALL BE IN COHFORIANCE WITH THE NTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 PSP (RESIDENTIAL) DEAD LOAD 10 PSP WIND BASIC WMD SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORT II, EXPOSURE B, K. • 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORT: D 5. • 15 - IBC FIGURE 16133(1) So. • IID, I. • ID, R=65 C. • 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPAKII'IENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER PRIOR TO PLACEMENT OF REUFORCNG STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1500 PSF BEARING CAPACITY (A551ME6). BOTTOM OM EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRANNG MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OM ALL CONCRETE SHALL CO FORM TO THE REQUIREMENTS OF NE INTERNATIONAL BUILDING CODE, 205 EDITION MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WI4IC44 CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM Fs • 3000 P51 WITH 55 SACKS OM CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER FER 94 LB SACK CF CEMENT. ALL CONCRETE SHALL CONTAN AN AIR ENTRAINING AGENT. THE AMOWNt CP ENTRAINED AIR SHALL BE 41/2% t15% BY VOLUME. MAXIMUM SIZE OF AGGREGATE 15 Ih ALL CONUet it SHALL BE POURED MONOLITHICALLY BETILEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS WON OTHERWSE. CONCRETE FURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET 70 BE ON JOB SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REIPFORCNG STEEL SHALL BE MINIMUM GRADE 60 (Fy • 60000 PSU DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6' MINIMUM UNLESS OTHERUISE SHOWN. PROVIDE ELBOW BARS (32 DIA) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT Auer 1 BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TES AND SECURED N PLACE DURING GROUT OR CONCRETE PLACEMENT. MNIMIUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: NTERIOR FACES lye' EXPOSED TO WEATHER OR EARTH lye" (5 AND SMALLER) 2" (•6 AND LARGER) FOOTING BARS 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP'2 OR BETTER POSTS DP2 OR BETTER 2x FRAMING IP2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL COFORI TO 'WI.PA GRADING RULES FOR UESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONLNtit SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES N ACCORDANCE WITH All/PA 114. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MANTAN 8" CLEAR BETILEEN EXPOSED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF 140T-DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL N ACCORDANCE WITH SECTION IBC 2304.105. ALL MINMLM NAILING SHALL BE PER IBC TABLE 2304.10.1 UN0. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SMRcON OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED WOOD MEMBERS: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/ARC STANDARD A1901, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED MEER USE STRESS GRADE COMBINATION 24F-V4 (Rs = 2,400 P5U FOR SIMPLE SPANS AND 24F-VB FOR CANTILEVER AND CONTINUOUS SPANS. SMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UNO. GLUE SHALL BE CASEN W7H MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAINATICN TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER AITC STAMP AND CERTFICATI014 REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WETERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED N ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS MD INSTALLATION INSTRUCTIONS. CON57RJC71ON LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN "STALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MAIFACTTRER OR SUPPLIER )_AMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LYL) 70 BE BY TRUSS JOIST ILEYERIAEUSER (MICROLAM - Fb • 2600 PSI, E 1,900000 F51). MATERIAL SHALL BE DESIGNED t MANUFACTURED TO THE STANDARDS SET FORTH N PER-481 OR CCMC REPORT NO.08615-R BEARING LENGTH SHALL NOT BE LESS THAN IIy". DO NOT CIJ7 OR NOTCH BEAMS WITHOUT PRIOR AI-nevvAL OR ENGINEER HEEL CUTS SHALL NOT OVERHANG NSIDE FACE OF SUPPORTING MEMBER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE FLANS SHALL BE 4x8 DF2 WI714 ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0' OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETV$R WITH I6d a 12" 0L. STAGGERED STAGGER SPLICES AT TOP PLATES MINIMUI 48" AND NAIL WITH I6d a 8" O.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF Ed a 6' OC. UNLESS NOTED OTHERUISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZNC-COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d a 2" OL. STAGGERED. ALL LEADERS SHALL HAVE STRAP CG*JECTORS TO NE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMF'SON' LSTA24 CONNECTOR UND. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMMG MEMBERS SHALL BE FREE O SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL ARA NO ALL OPENINGS IN FLOORS AND ROOFS UNO. PROVIDE SOLID BLOCKING AT RM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34 RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 8d COMMON OR GALVANIZED BOX NAILS AT 6" 0L. AT ALL SUPPORTED EDGES AID Ed COMMON OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. APPLY 1'2 RATED SHEATHING (24/I6) ON ROOF NAILED 70 STIFFENER5 OR RAFTERS WITH ed COMMON OR GALVANIZED BOX NAILS AT 6" OC. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" OL, AT INTERIOR SUPPORTS. LAY SHEATHING PERPEEIDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED N ACCORDANCE WITH ANSI/IPI I-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHR.GTOt THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES NVOLVED N THE PREPARATION OF THE TRUSS PLACEMENT FLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE N ACCORDANCE WITH NE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDMDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL COFORI TO THE NTERNATIONAL BUILDING CODE (IBC), 205 EDITION THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WOW. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE NCLUDNG BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACT% AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH 74E BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY URITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOOK VARIATIONS AND MODFICATIONS 70 WOW SHOWN ON THE DRAWINGS SHALL NOT BE CABBED OUT WITHOUT THE WRITTEN PERMI5910N FROM THE ARCHITECT OR ENGINEER SHEAR WALL SCHEDULE MARK MINIMUM SHEATHING (I) SHEATHING NAILING (I) ANCHOR BOLTS (3) REMARKS (4, 5) A> IVCOX OR 33MB • 6" OL. 5e" • 60' OL. Call • 230 PLF $'" 1/2" GDX Ede 4" OZ. NI" • 32" OL. Call • 350 IDLE OR 058 1.'2"CDX 8d•3"OC. %'a16"OC. Call •450PLF OR 055 USE 3x STUDS AT ?en* PANEL EDGES t STAGGER NAILS .R> SEE DETAIL 0 / 520 FOR CONSTRUCTION NOTES I) ALL WALLS DESIGNATED' " ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE 5HEA11-ED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE NAILING AT 71-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL NAILING AT NTERMEDIATE FRAMING TO BE AT 12" OC. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 2304.9.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZNC-COATED GALVANIZED STEEL PER 45111 A153. 2) HOLDOIINS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG: TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MNIMU'L 3) USE MNIMM OF 1100 (2) BOLTS FER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12' NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MNIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3' x 3" x IS PER IBC SECTION 230832 AND OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL N ACCORDANCE WITH ASTM A153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN N ACCORDANCE WITH IBC SECTION 23063. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH I6d a 12" OC. STAGGERED. Let424 - BEAM TO TOP FLAB' L$1A30 - ION. 4 UAL To 3x 01.00043. (1114. 2 Ma \G/ _333 x E14 LvL \ dixAb L`A. TAU - EEAM TOTOP ELATE 5W x 114LL (TIP. CF 3) J Q STEPPED FOOTING DETAIL WAS PC I'IBtC40 HOLDOIIH AL94 WI114 EMBEDDED ONO TTFE HOLDOIN EFL0 L S4EAIHEG 1 NAILING PER PLAN. SPLICE TO OCGR ON C0111CN MEER aR BLCCx1PG SEATING 4 HAILING FER PLAN WITCH U4.L ABOVE UNO. 6'-0' MAX IS •I6' SC. BOLE PLATE SALMG BEROOR (3)8d JOST-TO-TOP PLATE URO. KAMAN MN 67' EPC DISTANCE 2x66111D•I6'OD.IIBE PSI 51113 • END& OF SHEAR UALL6 4 HOL.DOENS. 2x NAILER MD FT stL w %'. A1C4DI¢ ectt 4 3' x 3' x 4f SANER AT 5'-0' OC. CND. (ALT. MASA • 48' OD) BIND TYPE HOLDOU4 FEN. FLAN 44 DAR•10'SC. NORM 44L6AR • IS' 04 - YERT. (t BAICV6 (4TPCF CF 2C) J--1,-41--" CRIPPLE WALL WITIH BACKFILL FOUNDATION NNE N• • P4 • 01 OP 0 ra .9 0 0 En D 18-0056 c::r0 REVIEWED FOR 1, CODE COMPLIANCE j APPROVED NO^2010 City of Tukwi c BUILDING DIVISION . COPYRIGHT 2016, SEGA ENGINEERS d ZTt V 4 co C1N LU n00 V C A1,/ u 1 A' (-NI E z z � 0_ 51.0 • JOSS II-016 J 1/2" RATED SHEATHING 13d • 6' OL. (4" OL. a SIMJ i" RATED SHEATHING w/ 8d • 4" OC. 70 FRAMNG i' / NOTE: TRUSS i0 DEVELOP CAPACITY OF CONNECTOR f _ 9 40 ij EXTERIOR SHEATHING PER PLAN OR SCHEDULE 8d a 4' OL. I 1x BLOCKING w/ Ibd s 8" O� I IV RATED SHEATHING 2x BLOCKING w/ (2) 8d - TO STUD EACH END .I,I 1i . a 1/2' RATED SHEATHNG �� TRUSS PER PLAN DBL 2x 70P PLATE. i � i v -` t 0 — 0 0 -J HI PRONG ANCHOR EACH TRUSS. USE HI0-2 �� � AT DBL TRUSS. GABLE END TRUSS. 1 8d a b° OL. �. ` I IT (BENT AT NW Ili ILI Q 4 N 1, �..• i• *�RAFTER • ��� OL.la OR TRJSS PER FLANd,r w/ (2) 8d i01z BLOCKNGI I 2x STUD PER PLAN lUSE 14' OL. A7 51MJTRUSS I� CONNECTOR STRAP PER PLAN. 2x VENTED BLOCKING.1x END NAIL TO TRUSS • EACH END w/ (2) ed. SHEATHNG AND NAILNG PER l PERKDBE.2xTOPPLATE.LAP DBL 2x TOP PLATE. LAP SPLICE 4'-0" MN. 4 NAIL w/ Ibd • 6" OL STAGGERED SPLICE 4'-0° MN. 4 NAIL w/ Kd •s 6° OL. STAGGERED. lip BRACE OR •• 48' A34 EACH PER TRUSS SUPPLIER OL. SECURE w/ END. NOTE: NSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES NOTE: SEE ARCH REQUIREMENTS. C3 FOR FLASHN:a LOWER ROOF FRAMING e SHEAR WALL PLAN OR SCHEDULE. SPLICE 6HEAiHNG 1 NAILING JI SHEAR 10 OG'D1R ON C01'iMON 2x FRAING PER PLAN. PER PLAN OR ►• I 1 2x FRAMING PER PLAN. 2x STUD (NOT •• NM) w hEMBER OR TYPICAL BLOCKIPY ROOF FRAMING (BEAM CONNECTION A15M) WALL SCHEDULE. ROOF FRAMING € GABLE (HEADER END • NW CRAG STRUT CONNECTION w .. WALE: I• • I'-0' ® WALE; I' • I'-0' 2ID SCALE: I' • I'-0" eta F 1' . 1'40' / Structural & Civil Consult SE 202nd Place • Black Diamond, Waahl (Sae) 8Bd-1017 8d a 4" OL. 34° S( mOOR 2x JOIST PER PLAN 2x BLOCKING w/ A35 DEL 1x TOP PLATE NOTE. SHEATHING 4 NAILING PER SEE ARCH FOR FLASHING SOLE PLATE NAILNG. PLAN OR SCHEDULE REQUIREMENTS. MSTC HOEDOWN USE 16d a 16" OL. MN. HDR FER PLAN. 8d • 4' OL. STRAP PER PLAN '�a SOLID (3) RIM JOIST 8d JOIST -TO -TOP �� SHEATHING PER FLAN 2x BLOCKING PLATE UNA. MANTAIN MIN. I "END DISTANCE. FF:AMNG ANCHOR AT i' . 1 �� ��.�II �� ��� 6" OL. i0 TOP PLATE. SEAMING 4 NAILNG PER PLAN. :_� TRIMMER STIUD(S)� 3x BLOCKING. EMEND E(2) BAYS (24" MNIHM) (T i) CORDER SPLICE i0 Om IR ON Cd'1•IMCN� �� _ MEMBER OR BLOCKING ar. _ h. 1x STUD I' i7 '" E3FLOOR 4SU SHEATHING G 4 NAILNG PLAN OR SCHEDULE. 2x FR4MN's PER (BEAM AT �-I FRAMING PLAN. LAN. PER AT INTERIOR I �I SHEAR WALL TRUSS OR KIN!i STUD li:' SHEATHNG AN 2x FRAING PER FLAN. FL � !BEAM AT SIhU JOIST FER PLAN 2x NAILER OR TRUSS" w/ 16d • 8° OL. 2x DBL SPLICE w/ 16d TOP PLATE LAP 4'-0" MIN 1 NAIL • 6' OC. 5TAAr,FRED. FRAMING g SWEAR WALL TYPICAL FLOOR FRAMING CONNECTION RATED 4 NAILNG FER SCHEDULE. LSTA STRAP FER PLAN. CENTER ON KING STUD. (TM') 2x SILL PLATE C92IDROOF SCALE: I" • I'-0' SCALE: I• • I'-0' 92ID WALE: I' • I'-0' MSTC HOLDOLLN 16d • 8' OZ. SOLE 42" RATED SHEATHING 4 NAILING PER PLAN. I I Ibd a 8" OL. SOLE PLATE NAILING. 2x RIM JOIST. 'ii' SUBROOR C SHEAR I WALL FORCE TRANSFER DETAIL Ibd s 4" OL. SOLE SHEATHING STRAP FER PLAN ,_ PLATE NAILING 4 NAILING PER PLATE NAILING.SI$ATHNCs 4 NAILNG I RIM JOIST w/ (3) PLAN OR SCHEDULE I 8d • 6" OL. MSTC HOLDOLLN 8d • 6° O.C. LINO! PER PLAN OR SCHEDULE HANGER rj, 16d • EACH JOIST a� • ` sueFLooR F FLAN j LUS BY 92ID WALE, I• • I'-®• TRUSS SUPPLIER •II SUEEFLOOR , -_iR155 PER PLMLJJL _ ,��„ _ :.• --94" I�ii� LSTA24 (FARSIDE 2x TOP PLATE MNIMJ'I 16' ci C� � iI'IAir al iR)s5 OR RAFTER (51M ONLY) JOIST PER PLAN JOIST PER PLAN (USE DBL w/ LUS2M0-2 • HOLDOILN) 2x BLOCKNG w/ A35 TR15S IR PLAN. JOIST PER PLAN TEN HAIL 5HEATHNG TO HDR KING ed • 3. OL. EACH WAY. OVER PANEL TO ._ w/ {�q LUS HAVER BY LU5 HANGER LUS HANGER PRATING ANCHOR TOP TO PLATE. FASTEN TOP PLATE TO HEADER ® Q TRUSS SUPPLIER MSTC HOLDOILN BEAM PER PLAN. w/ (2) ROWS Ibd AT 3" Oa CO BEAM PER PLAN In CD C� WALL FRAMING AT FLUSH BEAM m FLOOR BEAM FRAMING PER PLAN CANT. JOIST STRAP FER 11 SHEAR FLAN WALL FRAMING AT BEAM " 0 U u el11 I, r (2) 2x STUDS (TYR) eSHEAR BCALE: I' . ILO' 92ID SCALE: I• . I'-0' 92/D SCALE: I' • I'-0' E 4x BLOCKING a MIDDLE E 24" F 'REQUIRED. 0 0 CV CV 2x BLOCKNG w/ (3) 8d 8ds6°O L. TOE 70 4x BEAM t 16d•I6"OL. SOLE 2x STUD PER PLAN. USE DBL l0' O" � 'Q Z D MAXIMUM -NAIL (2) 8d TO JOISTS. 2x STUD PER PLAN. USE MNMUM (2) 2x STUD • PLATE NAILING 1— 1- 4:' RAZED SHEATHING (24/0 EXP U. t NAILNG PER PLAN OR SCHEDULE SW AT END OF SHEAR WALLS t HOLDCINS. SEE SNEAK w&i. SUBFLOOR FER PLANSHEATHNG JOIST PER PLAN ENDS CrSHEARz WALLS 4 HOLDOUNS. SEE el -EAR WALL SCHEDULE FOR 3x STUDS. I 34" SHEATHING ANCHOR BOLT w/ 3'x3'xlii NAIL (2) ROLLS 8d • 3" 0L. AT w/ PANEL EDGES. 2x P7 SILL w/ ANCHOR BOLT 1 3" x 3" x 14 WASHER FER SCHEDULE FOR 3x STUDS. OR TOP CF SEE FLAN FA4T SMILAR _ _ — __ WASHER SEE 6CHEDULE FOR CL Ot SHEATHING 4 NAILING FER !�" +• ,� AC POST CAP ��� PLAT SPLICE 70 OCCUR ON COMMON MEMBER I 1 II �-I- S12E 4 SPACINGUSE %"o AT 60' OL. UND. 2x PT SILL (2) 2x PLATE MAIL PLAN OR SCHEDULE. USE °%"A • 60" OL. MIN. .�--a• /CONCRETE 4" SLAB ON GRADE OVER MIN 6 MILVAPOR BARRIER ILI=JI 6HTYs TO EA PLATES OR BLOCKING I—'� TOP OF STEM WALL • 4x4 FT POGT"MN. (NOT • SAJ4AR-HORZ F1EV. VARES� J�,u _p sPNy'T FNISH GRADE OR 611 MM_kgana_/I (4x6 AT SPLICE) FNISH GRADE 12" 2x PT SILL P_E.RM 1 r,. , , _ of "4 �I tie .- nu FWD HOLDOU.N PER PLAT SLAB ON - • •• STHD HOLDOLLN '4 BAR - HORIZ SAHDK HOEDOWN UNO. r MAB ANCHOR (WA • NW (2)'�y 6 ANCHOR BOLT w/ MN. %�'- J�, '. (ALT. A34 ANCHOR TWO SIDES) B" MN. w�� I'-6' MN 41 BAR •s 24" OL. - VERT. L FORLIANCE EMBEDMENT / 3WMH�' zE3R" x I/i",� PER PLAN 6" My W BAR • 14" OL. - VERTICAL L CODVCOMPL COMPIEWED -_ `4 FTG PER PLAN FNISH GRADE A e MN. Y-6" MAX I `l NE 04 BAR CONTINUOUS APPROVED 2(i10 " FOUNDATION FER PLAN. MN. 8° THICK STEIN WALL w/ '4 BAR HORIZ TOP 1 BOTTOM � 12 PORTAL FRAME PANEL 8 of Tukwila �+ DIVISION] 92ID WALE: NNEJ�—I'-4" 8" '4 BAR CONT. City BUILDING 13 FLOOR FRAMING AT CRAWL SPACE 14 FOUNDATION AT Y CRAWL SPACE I, 4, 15 FOUNDATION AT SLAB ON GRADE 92ID SCALE: I• • I'-0' 92ID SCALE: I• • NV92ID I' SCALE: I' -0• • D 18-0056 COPYRIGHT 2018, SEGA ENGINEERS JOS 11-016