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HomeMy WebLinkAboutPermit D17-0039 - CARY LANG - LOT 75 SINGLE FAMILY RESIDENCECARY LANG -LOT 75 12510 50T" PL S D17-0039 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.eov COMBOSFR PERMIT 0179002665 Permit Number: D17-0039 12510 50TH PL S Project Name: CARY LANG - LOT 75 Issue Date: 3/30/2017 Permit Expires On: 9/26/2017 Owner: _ Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NGUYEN SINH VAN+LAN HUONG 3665 RENTON AVE S , SEATTLE, WA, 98144 CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 CARY LANG CONSTRUCTION INC 29815 24TH AVE SW , FEDERAL WAY, WA, 98023-2300 CARYLCI1010F CARY LANG 29815 24 AVE SW , FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: 9/26/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH A 577 SQ FT ATTACHED GARAGE AND A 146 SQ FT COVERED DECK Project Valuation: $386,431.70 Type of Fire Protection:' Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $47,510.29 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 10 Fill: 10 Landscape Irrigation: - Sanitary Side Sewer: Number: 1 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: Yes Permit Center Authorized Signature: hp7 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 end agree to the conditions attached to this permit. Signature: Print Name: Date: /340//7 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Readily accessible access to roof mounted equipment is required. 5: 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. 6: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: 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. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a.separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: 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. 23: 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. 24: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 29: 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. 30: 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. 31: 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 guage. CJ O 32: 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. 33: 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. 34: Piping in the ground shallbe 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. 35: 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. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: 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 38: ***PUBLIC WORKS PERMIT CONDITIONS*** 39: 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. 40: 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. 41: 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. 42: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 43: 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. 44: 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. 45: 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. 46: Any material spilled onto any street shall be cleaned up immediately. 47: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 48: 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. 49: The Land Altering Permit Fee is based upon an estimated 10 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. 50: 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. 51: 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. 52: 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. 0 0 53: 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'. 54: 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. 55: 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. 56: 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. 57: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 58: 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. 59: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 60: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 62: . Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. 63: 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. 61: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application . and pay $300.00 under PW permit no. C17 -00X. Fee based on two new single family residences (to include new single family residence under D17-0038). 64: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 65: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 66: 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). 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) O Ca 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 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 • PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 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 0 City of Tukwila 0 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: 0179002665 Address: 12510 50TH PL S Applicant: CARY LANG - LOT 75 WATER METER INFORMATION Permit Number: D17-0039 Issue Date: 3/30/2017 Permit Expires On: 12/16/2017 DESCRIPTION OF WORK: CONSTRUCT A NEW 2802 SQ FT SINGLE FAMILY RESIDENCE WITH A 577 SQ FT ATTACHED GARAGE AND A 146 SQ FT COVERED DECK METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21740103 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 0 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. ' I "1 • 00 3 Project No.: Date Application Accepted: a_ 1-- 1 7 Date Application Expires: 1 —1 7 (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: 1 ��/ 0 5 "i. King Co Assessor's Tax No.: D% 104 2 CC • 1ri t k W VA— - PROPERTY OWNER Com%V - 4 (14-;e Name:ddress: ��`/Gj Address: 2._q ®is- 2 y 6 /a'L' - A- Name: e,, . J Z— i6n.• ;- t' Address: 246,/.5- 2,..4.44A ( s44., City: reef/ -tiI w I t State: -iL F Ga,-"► • - 4 - Zip: 9';2_• CONTACT PERSON — person receiving all project communication Com%V - 4 (14-;e Name:ddress: ��`/Gj Address: 2._q ®is- 2 y 6 /a'L' - A- City: pole v.4 i State: (AiA._ City: State: Zip: Phone: 2196_q 3s•OS ax: Contr Reg No.:eA 0._,(`c 1 101 U xp Date: Emai I:/ G'4� y hi zh o' r I4 -iL F Ga,-"► • GENERAL CONTRACTOR INFORMATION Company Name: /I_ c., Address: 2._q ®is- 2 y 6 /a'L' - 5-4-) City: pole v.4 i State: (AiA._ Zip: 98023 Phone: 2.426_,2_3 5-":x: Contr Reg No.:eA 0._,(`c 1 101 U xp Date: Address: Tukwila Business License No.: •O L)S _ a q gift Lig ARCHITECT OF RECORD Company Name: S 6,ZJ Engineer Name: / fey 1-1,,,,,c,,,,, V t h Company Name: City:3 f 4,k, DIA J� State: .. Zip:9 go) G Phone: 260 IN_ wr+ Fax: Architect Name: `.d Address: State: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Company Name: S 6,ZJ Engineer Name: / fey 1-1,,,,,c,,,,, V t h Address: 7_Z' 3' Sff 21z. i / City:3 f 4,k, DIA J� State: .. Zip:9 go) G Phone: 260 IN_ wr+ Fax: Email: Sejq 07,5 irveer. iI€ Corm (.067.; LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: )- 41/4)-01 - C7 z `� .^� Address: `.d City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications \Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 of4 Q O PROJECT INFORMATION - Valuation of project (contractor's bid price): $ 350j00 0 Scope of work (please provide detailed information): DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1" floor / Z I/ L� 2"d floor 1.15 8' Garage tsi carport ■ S -7 -3 - Deck Deck - covered a uncovered • / ) LI Total square footage 3 '-..c- 0 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ J v 0 0 fuel type: ❑ electric gas furnace <IOOk btu 1 appliance vent 1 ventilation fan connected to single duct f thermostat 1 wood/gas stove - water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 4goo 2- bathtub (or bath/shower combo) bidet 1 clothes washer dishwasher floor drain shower 5 lavatory (bathroom sink) 1 sink 3 water closet — water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Q PUBLIC WORKS PERMIT INFORMATION Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ...Tukwila ❑ ...Water District #125 0 ...Letter of water availability provided EWER DISTRICT ...Tukwila ...Sewer use certificate ❑ .. Highline ❑...Valley View 0 .. Renton ❑ ... Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) ❑ .. Geotechnical Report ❑ .. Maintenance Agreement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill ❑ ...Total Cut 0 ...Total Fill ❑ ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities 0 ...Frontage Improvements ❑ ...Traffic Control Cubic Yards Cubic Yards 0... Hold Harmless — (SAO) ❑...Hold Harmless— (ROW) - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 ❑ .. Work In Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank 0 .. Trench Excavation ❑ .. Curb Cut ❑ .. Utility Undergrounding ❑ .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ .. Looped Fire Line Irrigation Domestic Water 0 ...Permanent Water Meter Size .. WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size 11 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private 0 ❑...Water Main Extension Public 0 - or - Private 0 11 FINANCE INFORMATION — THIS INFORMATION IS REOUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line ❑ ...water 0 ...sewer MONTHLY SERVICE BILLING TO: number of public fire hydrant(s) 0 ...sewage treatment Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATIONNOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER.GR AUT Rr AGENT: Signature: Print Name: Mailing Address: 2 9gs 2 VP fry e Date: V))/ Day Telephone: 2" - / 2 ~5-0 3 Fdent, ( 1f 1A-/9- 9,eca H,\Applications\Forms-Applications On Line \2011 Applications \Combination Permil Application Revised 8-9-1 1.docx Revised: August 2011 bh City State Zip Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE 0 PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME dTt-" Z-`*-(c1PERMIT # bo -003(0 (@ i 25 -to sow PL_ ) (L0fi7) 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 Mobilization Erosion prevention Water/Sewer/Surface Waterty7 Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but Tess than category: 17573 Auwrx- D.. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) x112.% $200,000 of A. 5. Enter total excavation volume /0 cubic yards Enter total fill volume / 0 cubic yards $250 (1) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. (4) RECEIVED TUKW 012011 QUANTITY IN CUBIC YARDS RATE MAR Up to 50 CY Free 51 - 100 $23.50 PERU 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 - 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees T CENTER $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 34.-Z 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 l7- 0039. © c 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) $ I IZ - (6) 7. Pavement Mitigation Fee (-1 (v.i. $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) . ... . $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 ... . 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee $ -3 (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 5.1 -100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 - 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 0 Last Revise (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter - Permanent* 2� D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 4ge1 Z S (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish $ H. Transportation Mitigation $ /0 i g$ $ $ Zd14on°- I. Other Fees -> $ 4/00 CA4e;, (yam 61A.(ce. Civcr6F Total A through I. $ 38��3�� (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ,Sy/1 0 L. 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 56630 J. 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 Temporary Meter 0.75" $300 2.5" $1,500 Approved 09.25.02 Last Revised 02/21/17 3/z/i7 Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $5,098.51 C17-0021 Address: 11866 42ND AVE S Apn: 3347400280 $300.00 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D17-0039 Address: 12510 50TH PLS . - Apn: 0179002665 $2,348.00 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 D17-0238 Address: 11866 42ND AVE S Apn: 3347400280 $2,450.51 DEVELOPMENT $2,450.51 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12255 R000.345.830.00.00 0.00 I $2,450.51 $5,098.51 Date Paid: Tuesday, September 05, 2017 Paid By: CARY LANG CONSTRUCTION Pay Method: CHECK 24999 Printed: Tuesday, September 05, 2017 12:16 PM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $52,837.57 D17-0039 Address: 12510 50TH PL S Apn: 0179002665 $44,668.89 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT 8401.245.100 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 8640.237.500 0.00 $6,005.00 DEVELOPMENT $3,991.27 PERMIT FEE R000.322.100.00.00 0.00 $3,986.77 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 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 $1,262.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $112.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $112.50 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 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $228.19 TECHNOLOGY FEE R000.322.900.04.00 0.00 $228.19 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $11,216.05 D17-0067 Address: 4801 S 136TH ST Apn: 1523049312 $2,940.80 DEVELOPMENT $2,940.80 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,940.80 D17-0068. Address: 4807 S 136TH ST Apn: 1523049313 $2,613.94 DEVELOPMENT $2,613.94 PLAN CHECK FEE 1 R000.345.830.00.00 1 0.00 1 $2,613.94 Date Paid: Thursday, March 30, 2017 Paid By: CARY LANG Pay Method: CHECK 24728 Printed: Thursday, March 30, 2017 12:59 PM 1 of 2 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY I PAID D17-0069 Address: 4815 S 136TH ST Apn: 1523049314 $2,613.94 DEVELOPMENT PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11181 R000.345.830.00.00 0.00 $2,613.94 $2,613.94 $52,837.57 Date Paid: Thursday, March 30, 2017 Paid By: CARY LANG Pay Method: CHECK 24728 Printed: Thursday, March 30, 2017 12:59 PM 2 of 2 SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY -. PAID $5,598.27 D17-0038 Address: 12516 50TH PL S , Apn; 0179002655 $2,756.87 DEVELOPMENT $2,506.87 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,506.87 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 D17-0039 Address: 12510 50TH PL S Apn; 0179002665 $2,841.40 DEVELOPMENT $2,591.40 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,591.40 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R10960 R000.322.100.00.00 0.00 $250.00 $5,598.27 Date Paid: Wednesday, March 01, 2017 Paid By: CARY LANG CONSTRUCTION INC Pay Method: CHECK 24686 Printed: Wednesday, March 01, 2017 11:53 AM 1 of 1 CR - SYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17-0037 Project: G'/) L,,Ncs Type of Inspection: C P/9' 121)(4--1.- /9X4-LAddress: Address: /2-57e) 577t-- /9 ir Date Called: Special Instructions: y.z>7- 75--/6---z/-/ Date Wanted: / 7 a.m. p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: 64-6-04-5 pIP fii L. - Inspector: Date: i —4—/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 6.4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)17-6039 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: or -Ay LANo- Type of Inspection: & JC& P7941.- i7i LAddress: Address: /2siC) 5-6-14--, Pi.. -1 Date Called: Special Instructions: Lb % 7.5— Date Wanted: /0 -3 /7 CO „ p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: N4:201'ICJ LM - inspector: 6S Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 pi 7-6039 Proo ect: �9 �`� y 6— Type of Inspection: FLA) f NG- FrM-L- AZ ressit) 5 Pi, �` Date Called: Special Instructions:Date Ce! 75 " Wanted: - 3 - /7 ` a.i p.m. Requester: Phone No: [Approved per applicable codes. ['Corrections required prior to approval. COMMENTS: Pi_ lievw/W6-,'-t: Inspector: Date: /6- -/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)17-603$ Project y I G— Type of Inspection: Com' pfPP fi nv-c..- Address: ID 5C)►-tf- PL, Si Date Called: Special Instructions: Lbr-'75 I Date Wanted: O-3-17 Requester: Phone No: Approved per applicable codes. DCorrections required prior to approval. COMMENTS: 6.1<– — /0/A ' Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4311-3670 Permit Inspection Request Line (206) 438-9350 Project: Cie y £ -N G Type of Inspe tion: ,A71Gy`P,s1/01 56 eA Address: /2-5/0 53.7-74- Ft, 5'i Date Called: Special Instructions: Lar - ' Date Wanted: 7-28-17 a.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 65K- g i✓4 /fif Inspector: Date: -25:0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. 2:02 - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: /My 6- Type of lnspe tion: Address: /2$/O 5 On+ PL. 5, Date Calle Special Instructions:_ LcT 75 r_ Date Wanted: 1-Z(p !7 C.mj p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: sGo /'2-44i x//24'/4 i i /0R /NSi cZ77cW/ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: DA IAA)6- - o r —1S-- Type of Inspection: VAI hcs ic Address: /25.04 s1 a s Date Called: Special Instructions: Date Wanted:, 7 2ti /7 p.m. Requester: Phone No: Approved per applicable codes. �J Corrections required prior to approval. COMMENTS: inspector: A Date: 7/?e,/17 REINSPECTION FEE REQUIRED. Prior to next inspecfion, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION bi7-Or3I 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'ect: -7c Type of pection: A dress: Date Called: Special Instructions:•Date Want `d:i. 717 11 p.m. Request r: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: it/ f7 ins ec on fee must REINSPECTION FEE REQUIRED. Prior to nextp be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 40/7-6037 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 Project: etheY,61/10e- G0 r 75– Type of Inspection: Rv/L-1z// — y5 -L Address: /267/0 £Z i Date Called: Special Instructions: 8�6L®/WCC 7; Date Wanted: // /1"-/,71/ a.m; p.m. Requester: Phone No: 2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: �/y3/'% REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ,Did -©D3! Project: etheY 1-1?- Type of Inspection: A U /HN oFehfiebvient Address: /257/6 5-ejril a, s, Date Called: Special Instructions: dor 73 Date Wanted: 4 .2E3 /7 AV ..m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: oft _ /nc/Mytkerf -z- ,Qa v -/4/ Inspector: Dater-2-g,✓17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must. be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4311-3670 Permit Inspection Request Line (206) 438-9350 Project: e,'-RY a Type of Inspection: O1.16- -' / $ Address: /25-/e) 56 774 Pk. a Date Called: Special Instructions: L -D i 75-- Date Wanted: `7 'CCM) p.m. Requester: Phone No: giApproved per applicable codes. Corrections required prior to approval. COMMENTS: o Ch -x Rifle /io0 -/N Inspector: Date: —28,7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di7-be39 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: cexty I4- Type of Inspection: &LAz,/4/ — Address: i25/0 50rr4 ,; 3. Date Called: Special Instructions: Lor 75 Date Wanted: 6.x..0 -i7 Ca.m. `- .m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 61<- 641 -z4()= - Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPEC-BION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 t: P&e•/ E; - L 7S— Ty of Inspection: ,, - i/l "e.€ I mkf Address: 12570 ,7 4 Pk' S Date Called: Special Instructions: Date Want d: dt/9 Reques er: Phone No: Approved per applicable codes. L] Corrections required prior to approval. COMMENTS: Inspector: Ab REINSPECTION FEE REQUIRED. Prior to next inspf?ction, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD Retain a copy with permit tit 7- Oos9 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prr &eect: �_ r - 6- - / 7c CA 0/ EAN�G Ty of Inspection: ' .sit m/f; ey— Address: /W0 SO a s Date Called: Special Instructions: Date Wan ed: Reque er: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS (TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION b17 -001q 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Prgct: c. A / i- - err 7r Type of Inspection: UALL 46y1JMi sJ Address: /Z70sz0; PLS bate Called: Special Instructions: Date Wante • :a 131/7 7 p.m. Request Phone No: Approved per applicable codes. E] Corrections required prior to approval. sk\N COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INS TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Ix? -4oaq Projer4 Type of Inspection: lry itibdericke ',.A.714,6-7 Address: 1200 77PL S Date Called: Special Instructions: " 75"s Date Wanted:m: di /7 p. Requester: Phone No: Approved per applicable codes. 1] Corrections required prior to approval. COMMENTS: Inspector: -Dietvvi REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. gripINSPECTION RECORD Retain a copy with permit INS'' ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 biz -o 9 Pr 'ect: Af( `l Zdk��r Type nspection: V774/?' 1 iZ S ddress: /2s7o PL. S Date Called: Special Instructions: r 7s--s2f/�7 Date Wante a m_ Requeste . ,I Phone No: Dki Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector:Atm Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must, be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ‘e - Ga) INSPECTION NO. INSPECTION RECORD Retain a copy with permit b1-7 002q PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206).438-9350 P�r ect: A Type Inspectio 7ufro r� Address: i2 J0 soo4 s Date Called: Special Instructions: / 7&--z.,/ Date Wanted 2,1-7 Request Phone No: D -4I Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, flee must,be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit Dr -0637 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 1 Sprinklers: Type of Inspecttioon: Hood & Duct: Monitor: Address: Suite #: /S 5/6 ft S.-6 pL Contact Person: Special Instructions: p Phone No.: oar Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: e"2/, 1Ca— 7`.e SSS e, ensue o0.3 /(9,\-1(- t,N/ 67. , Rte IL( vk - ;-rpt ( s�� / $prz_i - AV •- L & F>,-„ 1 / " / `� {f v / ., 6 ,/ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: A Inspector: Date: j'j per--- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain` a. Copy with permit i` - 00 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: -7-c-- Sprinklers: Fire Alarm: _Type of Inspection: -. Evdce..-1-1-/r.,/ I Address:/oft•- Suite #: -s/O S pt. S Contact Person: ... ` Special Instructions: /t' S Phone No.: 6 47- /-5- 4741 Approved per applicable codes. z Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood -S Duct: Monitor: Pre -Fire: Permits: i Xlifi (2. 7 7--t1--- .x11re" 7- L/i!2 /t' S i"Ni'0 SSG . 6 47- /-5- 4741 l k, C 02 OZ_ ,>(M-- it (N N -- f--(i/e- fry ____ /1/c57— Apps v -t-- µ �y Needs Shift Inspection: Sprinklers: Fire Alarm: Hood -S Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /114 £4- Date: / /3/t-9-- Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 4371 lc Type of Inspecttion: 100 Address: Suite #: f % 6D PI_ Contact Person: Special Instructions: Occupancy Type: Phone No.: \Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: 4 Pre -Fire: ---6./40 --- PA5-CeD Occupancy Type: 1 l/f J/w.-L/‘) 6 Pea/Wit- ---- Mar C/7`;, - 4f4t4ifel 71 ,/ �- %/iff e4s,? . %� NO f,//1 -AK 5'2 14A44,6 A /ivr Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: It_ ,‘,11 5-3 Date: W/// 7 Hrs.: 2.0 f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc, 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit f(? br)--1 3' PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Sprinklers: 75.- Type of Inspection: eaVeK Address:Contact Suite #: /2C/0 0 p2. S. Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: - 0/44 416 C:difiz t Occupancy Type: ` j' ° 4ro' 0AJ .5,7 e Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ` Inspector: At04c3 Date: 7/0 V/, 7 Hrs.: %, 0 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc T.F.D. Form F.P. 113 • MiTek® Re: 61603572 Plan L2 -L2802-2 MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West (Arlington, WA). Pages or sheets covered by this seal: K2208974 thru K2208991 My license renewal date for the state of Washington is May 16, 2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2017 City of Tukwila BUILDING DIVISION July 25,2016 CITY OF TUKWILA MAR 01 2011 PERMIT CENTER Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208974 B1603572 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-1-7-13 6-6-0 7-13 6-6-0 11-0-0 14-0-0 20-1-15 4-6-0 3-0-0 6-1-15 26-6-0 4.55 12 6-4-1 13 16 17 3x6 % 12 14 15 11 5x6 = 18 19 20 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:03 2016 Page ID fPVdnE_YkwaL30Gt8ugRs7yvar_ OUWN4E2eTN4w4HVI5LtakIQOTOjxJYPZYSSpbRyuXYo 32-10-1 39-0-0 I 44-0-0 I 47-6-0 53-0-0 514-7-1q 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 21 22 Scale = 1:94.6 75 74 73 72 71 8x8 2.00 12 70 69 68 66 65 67 8x8 64 63 62 61 60 59 58 57 56 55 54 52 51 50 49 48 47 53 3x6 = 8-1-4 15-9.0 20-1-15 8-1-4 7-7-12 4-4-15 32-10-0 12-8-1 39-10-0 7-0-0 8x8 46 45 44 43421 8x8 = 46-2-4 6-4-4 40 53-0-0 6-9-12 u> ci Plate Offsets (X.Y)-- [2:0-7-14 0-0-31 12:0-0-14 2-7-7] 142:0-4-0 0-0-0] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.20 BC 0.04 WB 0.12 (Matrix) DEFL. in (loc) I/defl Ud Vert(LL) -0.00 39 n/r 180 Vert(CT) -0.00 39 n/r 120 Horz(CT) 0.01 38 n/a n/a PLATES GRIP MT20 185/148 Weight: 378 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E BOT CHORD 2x6 DF 2400F 2.0E *Except* 66-72: 2x6 DF No.2, 47-53,53-66: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std *Except* BRACING - TOP CHORD BOT CHORD WEBS 20 -58,19 -59,18-60,17-61,16-62,15-63,21-57,22-56,23-55,24-54,25-52: 2x4 HF No.2 WEDGE Left: 2x4 HF No.2 REACTIONS. All bearings 53-0-0. (Ib) - Max Horz 2=-128(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 72, 47, 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, 46, 45, 44, 43, 40 except 41=-212(LC 3) Max Gray All reactions 250 Ib or less at joint(s) 72, 47, 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, 46, 45, 44, 43 except 2=319(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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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, 47, 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, 46, 45, 44, 43, 40 except (jt=lb) 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 July 25,2016 ® 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. • M1° MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208974 B1603572 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:04 2016 Page 2 ID:fPVdn E_YkwaL30Gt8ugRs7yvar_-Uh41Ia3GEgDniR4xf2OpGzzZDQ3A2?eim6BM7uyuXYn ® 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 MiTeka 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 10 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 Plan L2 -L2802-2 K2208975 81603572 A02 SPECIAL TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-7-13 6-6-0 11-0-0 14-0-0 15-9-01 6-6-0 4-6-0 3-0-0 1-9-0 20-1-15 26-6-0 4-4-15 4.55 12 2x4 II 6-4-1 5x6 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:05 2016 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ yte7Vv4u?_LeKbe8DIv2pAWaugAonH?s?mxvgKyuXYm 32-10-1 39-0-0 1 44-0-0 47-6-0 I 53-0-0 54-7-13 6-4-1 6-1-15 5-0-0 3-6-0 5-6-0 1-7-13 5x8 5x12 2x4 Scale: 1/8"=1' 5x16 4x8 1I 2.00 12 20 10x16 MT2OHS = 19 18 10x16 MT2OHS = 5x10 = 27 28 17 8x8 = 16 8x16 MT2OHS 8-1-4 15-9-0 20-1-15 32-10-0 i 39-10-0 i 46-2-4 8-1-4 7-7-12 4-4-15 12-8-1 7-0-0 6-4-4 10x16 MT2OHS = 53-0-0 6-9-12 Plate Offsets (X,Y)-- 2:0-3-3,Edgej, [2:0-0-14.2-7-7]. [10:0-3-12.0-3-0]. [13:0-3-3.Edge] [15:0-8-0 0-5-81 [17:0-4-0 0-4-8] [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/TPI2014 CSI. TC 0.84 BC 0.97 WB 0.81 (Matrix -M) DEFL. in (loc) 1/deft Vert(LL) -0.7817-18 >815 Vert(CT) -1.3917-18 >458 Horz(CT) 0.49 13 n/a Lid 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 297 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E *Except* 1-5,10-14: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 19-20,16-17,17-19: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-19,6-18,11-16,10-16,12-15,3-20: 2x4 HF Stud/Std 4-19: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2390/0-5-8, 13=2399/0-5-8 Max Horz 2=-128(LC 13) Max Uplift2=-91(LC 8), 13=-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=-9039/329, 3-4=-8836/292, 4-5=-4475/126, 5-6=-4401/136, 6-7=-3970/117, 7-8=-4007/182, 8-9=-4007/183, 9-10=-3997/113, 10-11=-4735/146, 11-12=-8679/206, 12-13=-8802/239 BOT CHORD 2-20=-374/8512, 19-20=-217/5765, 18-19=-87/4110, 18-27=0/2921, 27-28=0/2921, 17-28=0/2921, 16-17=0/4310, 15-16=-82/6008, 13-15=-170/8246 WEBS 7-18=-418/119, 6-19=-36/510, 9-17=-476/135, 6-180-756/110, 11-16=-1996/107, 8-18=-124/1416, 8-17=-126/1416, 10-17=-847/125, 10-16=-7/431, 11-15=-30/3165, 4-19=-2066/160, 4-20=-111/3578 Structural wood sheathing directly applied or 2-1-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-20. 1 Row at midpt 11-16, 10-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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.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 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 = 8.0psf. 6) Bearing at joint(s) 2, 13 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, 13. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 25,2016 ® 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/1911 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 Plan L2 -L2802-2 K2208976 81603572 A03 SPECIAL TRUSS 3 1 Job Reference (optional) ProBuild Arlington, 1-7-13 6-6-0 1-7-13 6-6-0 4x8 II Arlington,WA 98223 2.00 12 18-4-11 11-0-0 1-10-1 2-7-15 20-1-15 10x16 MT2OHS = 9-1-15 4.55 12 2x4 11 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:06 2016 Page 1 ID.fPVdnE_YkwaL30Gt8ugRs7yvar_ Q3CW1F5WmITVxIDKnTQHLO21QEVuWkE?EQgTCmyuXYI 26-6-0 32-10-1 39-0-0 45-4-0 53-0-0 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 5x6 11 2x4 5x8 Scale = 1:94.3 i 8-1-4 15-9-0 8-1-4 7-7-12 10-9-0 - 15-10-2 16 15 23 10x16 MT2OHS = 5x10 = 8x10 = 2-4-2 4x4 = 53-0-0 12 4x10 10-7-14 Plate Offsets (X.Y)-- [2:0-3-3.Edgel. [2:0-0-14.2-7-7]. [10:0-3-12.0-3-4]. 112:0-1-7 0-0-4] [14:0-4-8.0-4-8], [17:0-8-0.0-5-4] 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/TPI2014 CSI. TC 0.86 BC 0.98 WB 0.81 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.71 14-15 >894 Vert(CT) -1.2514-15 >508 Horz(CT) 0.36 12 n/a L/d 240 180 n/a PLATES MT20 MT2OHS GRIP 185/148 139/111 Weight: 289 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E 'Except* 1-5: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF 2400F 2.0E *Except* 16-17,14-16: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 6-16,6-15,10-13,11-13,3-17: 2x4 HF Stud/Std, 4-16: 2x4 DF 2400F 2.0E WEDGE Left: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2408/0-5-8, 12=2260/Mechanical Max Horz 2=135(LC 8) Max Uplift2=-91(LC 4), 12=-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=-9132/332, 3-4=-8929/296, 4-5=-4527/125, 5-6=-4453/135, 6-7=-4022/116, 7-8=-4059/180, 8-9=-4116/188, 9-10=-4098/116, 10-11=-5206/157, 11-12=-5597/192 BOT CHORD 2-17=-385/8601, 16-17=-225/5828, 15-16=-94/4159, 15-23=0/2969, 23-24=0/2969, 14-24=0/2969, 14-25=-16/4443, 25-26=-16/4443, 13-26=-16/4443, 12-13=-122/5168 WEBS 7-15=-417/119, 6-16=-36/510, 9-14=-472/133, 6-15=-757/110, 10-13=-11/657, 11-13=-509/135, 8-15=-123/1417, 8-14=-129/1482, 10-14=-904/136, 4-16=-2083/162, 4-17=-115/3614 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: 16-17. 1 Row at midpt 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 6) Refer to girder(s) for truss to truss connections. 7) 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, 12. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 25,2016 ® 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, OSB -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 Plan L2 -L2802-2 ` K2208977 61603572 A04 COMMON 2 1 Job Reference (optional) ProBuild Arlington, 11-7-13 -7-13 911 Arlington, WA 98223 7-8-0 14-0-0 4x10 = 7-8-0 6-4-0 5x8 2x4 14 19 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:07 2016 Page I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-vFmuwb58XbbMZvoWKAyWubbyMetDFGG8T4Q0kDyuXYk 20-1-15 26-6-0 32-10-1 39-0-0 45-4-0 53,0,0 6-1-15 6-4-1 6-4-1 6-1-15 6-4-0 7-8-0 20 4.55 12 2x4 11 5 13 5x6 11 8x10 = 21 22 2x4 11 7 15x8 - 12 8x10 = 23 24 11 4x4 = 1 10-7-14 1 20-1-15 1 32-10-1 1 42-4-2 10-7-14 9-6-1 12-8-1 9-6-1 Scale = 1:92.6 2x4 9 53-0-0 10-7-14 10 0 4x10 = Iq Plate Offsets (X,Y)-- 2:0-5-0,0-1-14], [4:0-3-12.0-3-4]. [8:0-3-12.0-3-4]. [10:0-5-0.0-1-14] (12:0-4-8,0-4-8], [13:0-4-8,0-4-8] LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.72 BC 0.85 WB 0.51 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.62 12-13 >999 Vert(CT) -1.0612-13 >596 Horz(CT) 0.18 10 n/a L/d 240 180 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* 12-13: 2x6 DF No.2 • WEBS 2x4 HF No.2 *Except* 3-14,4-14,8-11,9-11: 2x4 HF Stud/Std REACTIONS. (Ib/size) 2=2391/0-5-8, 10=2272/Mechanical Max Horz 2=136(LC 8) Max Uplift2=-90(LC 4), 10=-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=-5622/188, 3-4=-5245/153, 4-5=-4133/113, 5-6=-4152/187, 6-7=-4146/186, 7-8=-4128/115, 8-9=-5206/155, 9-10=-5593/189 BOT CHORD 2-14=-239/5208, 14-19=-134/4476, 19-20=-134/4476, 13-20=-134/4476, 13-21=0/2999, 21-22=0/2999, 12-22=0/2999, 12-23=-15/4458, 23-24=-15/4458, 11-24=-15/4458, 10-11=-120/5162 WEBS 5-13=-473/134, 7-12=-472/134, 3-14=-514/135, 4-14=-8/658, 4-13=-906/134, 6-13=-129/1485, 6-12=-129/1477, 8-12=-888/135, 8-11=-10/634, 9-11=-503/135 Structural wood sheathing directly applied or 2-2-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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, 10. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 25,2016 ® 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®O connectors. This design is bosed 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 Plan L2 -L2802-2 ' K2208978 B1603572 A05 COMMON 4 1 Job Reference (optional) ProBuild Arlington, 7-14 1-7-13 Arlington,WA 98223 7-8-0 14-0-0 7-8-0 6-4-0 5x8 20-1-15 21-010 26-6-0 6-1-15 0-10-1 5-6-0 4.55 12 0 2 �_ Y11 o r. 14 27 2813 29 4x10 = 4x4 = 8x10 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:08 2016 Page I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-NSKG7x6n Ivj DB2NjuuTIRp8641 Df_ jXI hk9aGfyuXYj 32-0-0 321100 39-0-0 45-4-0 I 53-0-0 5-6-0 0-10-1 6-1-15 6-4-0 7-8-0 5x6 II 5x8 Scale = 1:92.6 30 12 8x10 = 10-7-12 I 21-0-0 26-6 0 i 32-0-0 3 - 10-7-12 10-4-4 5,5 0 5-6-0 0-11-' 3 31 32 11 4x4 = r-1 10 0 4x10 = 9-4-6 10-7-12 0 0 Plate Offsets (X.Y)-- [2:0-2-0.Edge]. [4:0-3-12.0-3-4]., [8:0-3-12.0-3-4] [10:0-2-0.Edge]. [12:0-4-4.0-4-12] [13:0-4-4.0-4-12] 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 0.78 BC 0.84 WB 0.51 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.4812-13 >999 Vert(CT) -1.1612-13 >545 Horz(CT) 0.20 10 n/a L/d 240 180 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* 12-13: 2x6 DF No.2 WEBS 2x4 HF No.2 *Except* 3-14,4-14,8-11,9-11: 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std *Except* 15-19: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2516/0-5-8, 10=2397/Mechanical Max Horz 2=136(LC 8) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5962/0, 3-4=-5585/0, 4-5=4521/0, 5-6=-4539/0, 6-7=-4532/0, 7-8=-4515/0, 8-9=-5543/0, 9-10=-5929/0 BOT CHORD 2-14=0/5527, 14-27=0/4817, 27-28=0/4817, 13-28=0/4817, 13-29=0/3272, 29-30=0/3272, 12-30=0/3272, 12-31=0/4796, 31-32=0/4796, 11-32=0/4796, 10-11=0/5477 WEBS 5-13=-472/135, 7-12=-471/135, 3-14=-515/134, 4-14=-52/616, 4-13=-876/163, 6-13=0/1647, 6-12=0/1639, 8-12=-857/166, 8-11=-56/589, 9-11=-503/134 Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-13, 8-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.0psf. 7) Refer to girder(s) for truss to truss connections. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 25,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Plan L2 -L2802-2 K2208979 B1603572 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 26-6-0 1-7-13 26-6-0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE 5x6 DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4.55 12 20 21 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:12 2016 Page ID:fPVdnE_YkwaL3oGt8ugRs7yvar_ FDZnzJ9HL8DefghU7kXhbflpTfcUwdiucM7nPQyuXYf 53-0-0 26-6-0 22 23 Scale = 1:92.2 5x12 77 76 75 74 73 72 71 70 69 68 67 66 65 63 62 61 64 8x8 = 60 59 58 57 56 55 522 51 50 49 48 47 46 45 44 43 42 41 5x12 54 8x8 = 53-0-0 53-0-0 0-4-0 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/TP12014 CSI. TC 0.76 BC 0.71 WB 0.11 (Matrix) DEFL. in (loc) Vert(LL) -0.00 1 Vert(CT) -0.00 1 Horz(CT) 0.08 59 1/deft n/r n/r n/a L/d 180 120 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/Std *Except* BRACING - TOP CHORD BOT CHORD WEBS 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 At 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) - TOP CHORD BOT CHORD Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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=-3297/3366, 11-12=-3108/3154, 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=-3066/3113, 31-32=-3287/3324, 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 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=-1532/1651, 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 Structural wood sheathing d rectly applied or 2-8-10 oc purlins. Rigid ceiling directly applied or 3-2-0 oc bracing. 1 Row at midpt 21-59, 20-60, 19-61, 18-62, 22-58, 23-57, 24-56 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. July 25,2016 ®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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent 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 Plan L2 -L2802-2 K2208979 B1603572 A06 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:13 2016 Page 2 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ jP79BfAv6RLVHgGghR3w8sr_D2yjf4yl r?tKysyuXYe 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 8; 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) 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=Ib) 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. ® WARNING - Verily 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent 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 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 Plan L2 -L2802-2 K2208980 B1603572 B01 KINGPOST 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 1-1-0-0 1-0-0 6-0-0 9-6-0 6-0-0 8.00 12 3-6-0 4x4 = 4 i 5x6 = 6 V t?: I IY 3x8 6-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:14 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ BchXO_BXtITMvzgsF8a9g4005SL4OXNA4fcuUJyuXYd 19-0-n 120-0,0d 9-6-0 1-0-0 13 12-0-0 6-0-0 6-0-0 12 11 10 9 5x8 = 19-0-0 7-0-0 3x8 Scale = 1:44.0 Plate Offsets (X,Y)-- [2:0-8-4.0-1-6]. 13:0-2-14.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 0.10 (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/Std BRACING - TOP CHORD BOT CHORD JOINTS 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 Structural wood sheathing directly applied or 3-4-0 oc purlins. Rigid ceiling directly applied or 3-10-11 oc bracing. 1 Brace at Jt(s): 5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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.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 3) All plates are 2x4 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=1b) 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. July 25,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl 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 Plan L2 -L2802-2 K2208981 81603572 B02 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:15 2016 Page 1 ID:fPVdnE_YkwaL30Gt8uq Rs7yvar_-goFvbKCAe3bD W7P3os5ODHwROshn7yBKIJ M ROIyuXYc - - - •-r-9 19-0-0 120-0-0 1-0-0 4-11-7 - 4-6-9 4-6-9 4-11-7 1-0-0 r-1 • -. 4x4 = 3x8 = 9-6-0_ 3x8 = 19-0-0 3x8 = 9-6-0 9-6-0 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 0.26 (Matrix -M) DEFL. in (loc) I/defl Ud Vert(LL) -0.11 8-14 >999 240 Vert(CT) -0.21 8-14 >999 180 Horz(CT) 0.03 6 n/a 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/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) 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. July 25,2016 ® 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 MTek® 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 Plan L2 -L2802-2 K2208982 B1603572 B03 COMMON TRUSS 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 3-0-12 8.00 12 3-0-0 3-5-4 4x8 II 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:16 2016 Page ID fPVdnE_YkwaL30Gt8ugRs7yvar_ 8_olpgCoPMj48H_FMZcdIVTbUG?OSEkTXz5?YByuXYb •_I_s 3-5-4 3-0-0 3-0-12 5x8 3 5x8 5 Ai 3x8 6 6x18 MT18H G 12 5x16 17 11 18 9 10 . 20 8x8 = 3-0-12 6-0-12 9-6-0 3-0-12 3-0-0 3-5-4 12x12 = 12-11-4 9 8x8 = 15-11-4 218 22 6x18 MT18H -- 5x16 19-0-0 3-5-4 3-0-0 3-0-12 Iv Scale = 1:41.2 Plate Offsets (X Y)-- 1:0-3-5.Edge] [7:0-3-5 Edge]. [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/TP12014 CSI. TC 0.37 BC 0.65 WB 0.94 (Matrix -M) DEFL. in (loc) I/defl L/d Vert(LL) -0.12 9-10 >999 240 Vert(CT) -0.21 9-10 >999 180 Horz(CT) 0.07 7 n/a n/a PLATES GRIP MT20 185/148 MT18H 220/195 Weight: 365 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 HF Stud/Std *Except* 4-10: 2x4 HF No.2 REACTIONS. (Ib/size) 1=11574/0-5-8, 7=10829/0-5-8 Max Horz 1=-112(LC 25) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-17842/0, 2-3=-14737/0, 3-4=-11145/0, 4-5=-11146/0, 5-6=-14950/0, 6-7=-18106/0 BOT CHORD 1-12=0/14845, 12-17=0/14845, 11-17=0/14845, 11-18=0/12226, 18-19=0/12226, 10-19=0/12226, 10-20=0/12406, 9-20=0/12406, 9-21=0/15058, 8-21=0/15058, 8-22=0/15058, 7-22=0/15058 WEBS 4-10=0/11963, 5-10=-4784/0, 5-9=0/5530, 6-9=-3158/0, 6-8=0/3269, 3-10=-4510/326, 3-11=-275/5210, 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 (9), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; 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, 2381 Ib down at 11-0-12, 2381 Ib down at 13-0-12, and 2381 Ib down at 15-0-12, and 2381 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 July 25,2016 ® 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 misses and truss systems, see ANSI/1PII 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 Plan L2 -L2802-2 K2208982 B1603572 B03 COMMON TRUSS 1 q J Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:16 2016 Page 2 ID fPVdnE_YkwaL30Gt8ugRs7yvar_ 8_olpgCoPMj48H_FMZcdIVTbUG?OsEkTXz5?YByuXYb 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=-2381(F) 12= -2244(F)14= -2244(F)17= -2244(F)18= -2256(F)19= -2256(F)20= -2381(F)21= -2381(F)22= -2381(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7073 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208983 B1603572 C01 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 6-0-0 6-0-0 4x4 = 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:17 2016 Page' I D:fPVdn E_YkwaL30Gt8ugRs7yvar_-cBMg00DQAg rxmRZRwH7sliOmFgSAbuAdmdrYSdyuXYa 12-0-0 13-0-0 6-0-0 1-0-0 8.00 12 4 8 ,444111 • 3 g 4x6 = 18 17 16 15 12-0-0 14 13 12 4x6 = 12-0-0 10 Scale = 1:27.1 Plate Offsets (X Y)-- 12:0-0-0,0-0 4] (10:0-0-0,0-0-4] 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/TPI2014 CSI. TC 0.30 BC 0.23 WB 0.03 (Matrix) DEFL. in (loc) 1/dell L/d 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/Std 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) BRACING - TOP CHORD BOT CHORD 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 Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 4-11-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1lomph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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) 16, 17, 18, 14, 13, 12 except (jt=Ib) 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. • July 25,2016 A WARNING - Verily 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&O 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 Plan L2 -L2802-2 K2208984 B1603572 JA01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 0 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:18 2016 Page I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-4Nw2EM E2x_zoN b8eU_e5rwY_g3geKLVm_Ha5d4yuXYZ 3-11-8 3-11-8 8.0012 2x4 II 2x4 II 4 • IMMIIIIMUI 3x4 = 7 2x4 II 6 2x4 11 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/Std OTHERS 2x4 HF Stud/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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. July 25,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek` 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208985 B1603572 JA02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:18 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ 4Nw2EME2x_zoNb8eU_e5rwYzF3pcKLvm_Ha5d4yuXYZ 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 N 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/TPI2014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a Ud 240 180 n/a PLATES GRIP MT20 185/148 Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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 lb 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. July 25,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208986 61603572 JB01 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 2 8.00 �2 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:19 2016 Page ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-YZUQRiFgiH5f?Ijg1 i9KN759QTAv3o9wDxKf9WyuXYY 1-11-8 1-11-8 2x4 II 3 4 Ad AM• ■ 5 3x4 = 2x4 I 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) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 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/Std 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 Gray 4=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 Structural wood sheathing directly applied or 1-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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) 4, 5, 2. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. July 25,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111 MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208987 B1603572 JB02 MONOPITCH TRUSS 5 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:19 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_ YZUQRiFgiH5f?Ijg1 i9KN759QTA?3o9wDxKf9WyuXYY 1 1-8 1- 1-8 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/TPI2014 CSI. TC 0.07 BC 0.02 WB 0.00 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.00 7 >999 Vert(CT) -0.00 7 >999 Horz(CT) -0.00 3 n/a Ud 240 180 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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. July 25,2016 ® 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 Solely 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 Plan L2 -L2802-2 K2208988 B1603572 JB03 MONOPITCH TRUSS 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:19 2016 Page 1 ID:fPVdnE_YkwaL30Gt8ugRs7yvar_-YZUQRiFgiH5f?Ijg1 i9KN758?T9r3o9wDxKf9WyuXYY 3-11-8 3-11-8 3x4 = 3-11-8 3-11-8 N 9 M 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/TPI2014 CSI. TC 0.16 BC 0.09 WB 0.00 (Matrix -M) DEFL. in (loc) I/deft Vert(LL) -0.01 4-7 >999 Vert(CT) -0.01 4-7 >999 Horz(CT) 0.00 2 n/a L/d 240 180 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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. July 25,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. • MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208989 B1603572 JB04 MONOPITCH TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington, WA 98223 -1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:20 2016 Page 1 I D:fPVdnE_YkwaL30Gt8uq Rs7yvar_-0m2of2FITbE WdulObPhZwLdKAtW6oF?3Sb3CiyyuXYX 3-11-8 3-11-8 8.00 12 2x4 I I 2x4 1 4 3x4 = 7 2x4 II 6 2x4 I I 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 L/d Vert(LL) 0.00 1 n/r 180 Vert(CT) -0.00 1 n/r 120 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std. 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.0psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 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. July 25,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. tee Street, Suite 312: Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208990 B1603572 X01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-1-0-0 1-0-0 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:21 2016 Page 1 ID:fPVdn E_YkwaL30Gt8ugRs7yvar_-UycBsOGwEvM NE2tD96CoSYAVvHsQXhAChFpmEPyuXYW 10-0-0 20-0-0 121-0-0 10-0-0 10-0-0 1-0-0 4x4 = 10 8.00 12 IF 6 12 1111 J 13 PI I PI 14 3 .�I4i i,ia 14 11 PM I Y Y 11 11 re Yl YI 15 3x6 = 30 29 28 27 26 25 24 23 20-0-0 22 21 20 19 18 16 3x6 = 20-0-0 Scale = 1:42.1 Plate Offsets (X,Y)-- [2:0-3-9,0-1-8), f16:0-3-9.0-1-8] 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/TPI2014 CSI. TC 0.07 BC 0.02 WB 0.10 (Matrix) DEFL. in (loc) I/defl 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/Std BRACING - TOP CHORD BOT CHORD 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. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) 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, 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. July 25,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Plan L2 -L2802-2 K2208991 B1603572 X02 Common 4 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 1-1-0-0 1 1-0-0 5-2-7 5-2-7 7.640 s Sep 29 2015 MiTek Industries, Inc. Mon Jul 25 10:46:21 2016 Page 1 I D:fPVdnE_YkwaL30Gt8ugRs7yvar_-UycBsOGwEvMNE2tD96CoSYASWHn8Xh0ChFpmEPyuXYW 10-0-0 14-9-9 20-0-0 121-00H 4-9-9 4-9-9 5-2-7 1-0-0 4x6 II 3x6 = 6-8-0 3x4 = 13-4-0 3x4 = 20-0-0 3x6 = 6-8-0 6-8-0 6-8-0 Iv Scale = 1:44.1 Plate Offsets (X Y) LOADING (psf) TCLL 25.0 TCDL 10.0 BCLL 0.0 * BCDL 8.0 -- 2:0-3-9 0-1-8] [6:0-3-9 0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSL TC 0.29 BC 0.36 WB 0.11 (Matrix -M) DEFL. in (loc) I/defl Vert(LL) -0.09 8-9 >999 Vert(CT) -0.15 8-9 >999 Horz(CT) 0.03 6 n/a L/d 240 180 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/Std 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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. July 25,2016 ® 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/T111 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 13 " Center plate on joint unless x, y /4 offsets are indicated. Numbering 6-4-8 System dimensions shown in ft-in-sixteenths A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. p p y 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. I 1 TOP CHORDS I (Drawings not to scale) 2 3 MirDimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss and fully embed teeth. �� 0 - /16 TOP CHORD !Lill WEBS Al p U -� For 4 x 2 orientation, locate plates 0 na' 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, ESR 1988 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 location software PLATE SIZE 4 x LATERAL , BEARING ikI =4 4 BRACING connector plates. details available in MiTek 20/20 or upon request. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint ® ®e ® Mili-e1( MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 number where bearings occur. Min size shown is for crushing only. �_ Industry Standards: ANSI/TPI l : National Design Specification for Metal"MI Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: BuildingComponent SafetyInformation, Guideto Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information L2-2802 rte-' 1110r.ra This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R-Valuea U-Factora Fenestration U -Factor° n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCbe n/a n/a Ceilingk 49i 0.026 Wood Frame Wall9.m 21 int 0.056 Mass Wall R -Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall°`" 10/15/21 int + TB 0.042 Slabd R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2017 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. 0 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions less than 500 square feet: .5 credits p17- 003 Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 lb Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 2.0 ld . Efficient Building Envelope ld 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b. 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c .. 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0.5 ° RECEIVED o CITY OF TUKWILA ° MAR 012017 p 1.0 ❑ PERMIT CENTER p 0.5 2 1.5 I*1200 kwh 0:0 3.50 Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is Tess than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be 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. h Reserved. ' The second R -value applies when more than half the insulation is on the interior of the mass wall. Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Window, Skylight and Door Schedule Project Information L2-2802 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 6 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 5 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 1 6 30.0 1 20.0 1 5 8.96 5 5.60 1 3 0.0 4 6 1 5 0.00 5 0.00 1 5 0.0 4 6 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 Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 377.0 105.56 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 12-2802 Contact Information Heating System Type: OO All Other Systems O Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions .-- Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions R-49 1• Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings in this project. Above Grade Walls (see Figure 1) Instructions Floors Instructions R-21 Intermediate 1• R-38 Below Grade Walls (see Figure 1) Instructions Slab Below Grade (see Figure 1) Instructions Slab on Grade (see Figure 1) Instructions ti No Slab on Grade In this project. Location of Ducts Instructions Unconditioned Space Figure 1. Above Grade Below Grade Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp 2,802 8.5 Conditioned Volume 23,817 U -Factor X Area 0.30 U -Factor X 0.50 U -Factor X 0.026 U -Factor X U -Factor X 0.056 U -Factor X 0.025 U -Factor X 415 Area = UA 124.50 UA Area = UA 1,671 Area Area 2,471 43.45 UA UA 138.38 Area UA 1,671 Area 41.78 UA F -Factor X Length UA F -Factor XLe� UA Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UAX or Air Leakage Heat Load 11,575 Btu / Hour VolumeX 0.6 XATX.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 X 1 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 STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan L2-2802-3 January 31, 2017 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2011 Job No. : 11-076 Location: 12xxx 50th Place South Tukwila, Washington Copyright 2017, SEGA Engineers RECEIVED MAR 0 2 2017 TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER 003q SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292"d PL (360) 886-1017 Black Diamond, WA 98010 ?w. /2_ 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 anoriginal signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact.. SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/18/16 Sht 1 Design Criteria International Building Code (IBC), 2015 LOADS Roof DL 15psf LL 25 psf Floor DL 12 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph KZt 1.00 Exposure B Seismic Design Category SDS Response Factor D 1.00 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf (V�1) SEGA Engineers/ / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project. L2-2802 Job No. 11-076 By: GAT Checked Date:' 10/21/11 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf 1/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8' GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pi 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6/12 pitch = 27 deg Total Roof Load • FLOOR 39.2 psf DL Flooring 0.5 psf 3/4" Plywood 2.3 2x12@16"oc 3.3 5/8' GWB 2.8 Misc. 1.5 10.4 psf LL Residential 40 psf Total Floor Load 50.4 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL WALLS Residential 40 psf Total Deck Load 48.6 psf DL Siding . 3.5 1/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 1/2" GWB 2.2 Copyright 2011, SEGA Engineers 9.5 psf SEGA Engineers / / Structural & Civil Consulting Engineers 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 Ms e /ks; z ;2. M zyn= g1Loy ,w •a RI PROJECT LZ� ZZ- 3 GL JOB NO. f) _074 FIGURED BY �1'fJ CHECKED BY DATE PI/ /4SHEETZ OF 41„„ `,ins-- 4I zit ` 4)&-c. 7-7-1)0,03 k,1uZ 4 P°Fr (J1) c7 J) tIov)-r = 6044 codes, = ,")(2,),) coisont )= t- Tit 4,s -t ee. t -7--P ' rO/� jam e_ d6 4 7 /)4) b iw► = Ci) (.50ps') 1-10014.'f- (3) t 4 cif') _ r-- 4 -c -pg) c kr). = u�Z ` CJti-(- 'jP) t.ioc,fcr_t Z cam. -c34rr)C (/,5il(3z C.Ru SJi ) V=.--71 LK `i is = coot toK- Copyright 2013, SEGA Engineers ' Ait ism. 31/4A- cit / 1 L v L I) 4-41cfY, r)Z, 440 t ✓c. 1 %tel ('/t L ✓L?.�- SEGA Engineers PROJECT / Structural & Civil Consulting Engineers LzM JOB NO. 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY -CA-,111 NIT - L4rPOz- F6004 /t- Brirt Ki7 44F u. /Afoot_ :I Z J( SQ ?fp- ) = (o 4„ rf-07L- FIGURED BY �,/}-a- DAT DATE/6"Z `-fi / SHEETS- OF L,„, k,`A',7- 1' 7, T 5JC , P Si 2 IC a, ck( /‘)'-)11)( )(131)-2- = 1, L33 x)014-,A,z zoo WL` )(50,1r) /,‘-t 1 /A; Cz% 4.431- - M (1► `r')(q,0(.0,(,4N1.1-)(1,1) . iy : 4 3k lig-1`1(1ct`)Lt °•Cei3(a. J1 t1')Z= 7,439�x� %I Stti"� /3m 2. 3 - ,2 O7' o )(44.°PJF) +/0co''L'Z = 4.-tv' /241 Copyright 2011, SEGA Engineers LG131` JZ! S6 o iv- z cLt 11 6.1k" dk 3' 2 G'fL 14 '1•f i 5 kl (1.. 6.0 ,E— SEGA Engineers PROJECT / Structural & Civil Consulting Engineers JOB NO. 22939 SE 292nd Place Black Diamond, Washington 98010 (360) 886-1017 ti( — idipp 7 P L 3 II—01 FIGURED BY (--— CHECKED BY DATE v /,4 SHEET � OF w = L \LitepST Z�4O L 14 7 «,11) Cs,S6)-- ✓. L o,i1- J/-- 1c le 4- S d 73vv, -Nroi i 4, c oL'o/ „-, t,oO yi r (1.-45:x (//1'`fncifi)L Z2,cr 01,f� 1,,1v/nr) 0611)z _7a u�o / NL )= Ls"') 4-7r) E 4 jiH. 8.3`i( 7� )L = z --9S x/fl3 �'hz e 07A, Copyright 2013, SEGA Engineers .6%14- 0 L ✓4- 494 1/.7& W/z /z Gr* (0' SEGA Engineers Structural & Civil Consulting Engineers. 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2802 Job No. 11-076 By: GAT Checked Date: 07/29/13 Sht. LATERAL LOADS - (Alternate ASD) SEISMIC Maximum Base Shear, V = F SDS. W Eq. 12.14-11 R where, F = '1.1 Two -Story Building SDs =1.00 Ss = 1.5 Fa = 1.00 (Table 11.4-1, Ss > 1.25) R = 6.5 Table 12.14-1 W = Seismic Weight For W: Wroof= (30ft) (55ft) (16psf)+ (2) (30ft+ 55ft) (4.Oft) (9.5psf) = 33 kips Moor = (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 = 8.6kip• 1.4 W total = 71 kips WIND Design Wind Pressure, ps = X Kn Ps3o Eq. 28.6-1, Sect. 28.6.3 where, X= 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) Pao = ( 1.00) ( 1.00) (17.7 psf) = 17.70 psf (x 0.6 = 10.62 psf) Pas = ( 1.05) ( 1.00) (17.7 psf) = 18.59 psf (x 0.6 = 11.15 psf) Design Base Shear: (Wind) Vfm= (30ft) (10ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1 ft) (18.6 psf) =13.8x0.6 = 8.3 kips Therefore, Vs/s= (60ft) (10ft) (17.7psf) + (58ft) (5ft) (17.7psf) + (54ft) (5ft) (17.7psf) + (20ft) (5ft) (17.7psf) =22.3x0.6 =13.4kips 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 F, = w, V (Eq. 12.14-12) W Froof = ( 32.9) (8.6 k) = 4.O kip (71.4) Ffloor = ( 38.6) (8.6 k) = 4.7 kip (71.4) F== 8.6 kip Copyright 2011, SEGA Engineers SEGA Engineers PROJECT / Structural & Civil Consulting Engineers L2.fr1- Z6vZ- JOB NO. - L 7 Ce FIGURED BY 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • Fax (360) 886-1016 CHECKED BY DATE' ‘714/i/ SHEET 7OF SHS Wv4u_ As/Ujj. Sri - 1 4(.(_ 1 ` .r- 2100 o _ 53f` 60120 - 12Lo.op- L,z: ): "ZAP' S-1 VZ, 4-'1" 5fr 1,c9,00 M/ , 39'i�t Pr- •- 4-13s' �•` 3i7.� 251 4/1S4' = ¢, 3 Sd4/, , - /0 El 4 3 Sa't ' Copyright 2011, SEGA Engineers ft 4 5 a� P x 3' fit-« .7� 5' q' .3' :3S" XP-- X 1 5 Da z ce•C 3f,-1' • t.s-nrcio 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- z8oz 1—(27to FIGURED BY (3,47- 64 ,.y - DATE 117-41i / SHEET OF SN Wit -u_ 14- ( fL eu.' A ' 12-;°.. VC' (ZL(5 )fro' �/ + (51{.(SI)U0, o) (o iSr f )i7 �, s, s° yL 3G° 01.-= Pat) tit 194 a` 4' G' 066 its L$f s. J�7 (5' i (Jot 4PA` 3,777 Cto _5'1,1002_ \414 pt, '! (l ri v, ' IV) 12v,� - C' -)6P ) cies JJ I` ) ))E - )to, )P)> (s')(it, 5)O th Mbs-/ Copyright 2011, SEGA Engineers ).2- 3,07 X Coo rf lr;B3, SEGA Engineers PROJECT / Structural & Civil Consulting Engineers L Z �"i 22939 SE 292nd Place • Black Diamond, Washington 98010 JOB NO. )( FIGURED BY (360) 886-1017 • Fax (360) 886-1016 CHECKED BY 1,/L . s' 3, 2,7 fr L LzA -- J r 4 ,els W,L t rte,, _ = 3� c /) o 4P #/3, Copyright 2011, SEGA Engineers chpC z DATE �z�-/I/ SHEET/ OF 2 3' tit . 9s' 24.481, .71-110 lder 1 SEGA Engineers/ /Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (380) 888-1017 • FAX 888-1018 SHEAR WALL KEY PLAN PROJECT • L2 -2S02-3' JOB NO. 11-016 FIGURED BY GAT CHECKED BY DATE 0I/08/I4 SHEET 10 OF 10 SHEAR WALL SCHEDULE Mark Minimum Sheathing (1) Sheathing Nailing (1) Anchor Bolts (3) Remarks (4) 1/2 OSB or 8d @ 6" o.c. 5/8' @ 60" o.c. Qall = 230 plf \ CDX B? 1/2' OSB or 8d @ 4" o.c. 5/8" @ 32" o.c. Qall = 350 plf- / CDX 1/2' OSB or 8d @ 3" o.c. 5/8" @ 16" o.c. QaII = 450 plf / CDX Use minimum 3x studs at abutting panel edges . and stagger nails. See Detail 12/S2.0 for Construction Notes: All walls designated " l>" 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) 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. ii BUILDER : PROJECT - NI MTP 60 -00-00 Cary lang const. .172 Eli111A al CO It. ma �1 MN o 56-00-00 9 o 0 20-00-00 Jwrun8 .0y o NOISIAIC1 ki!O e�voinl10 . x01 5 67th Ave NE igton, WA 98223 ie: 1-360-925-4155 LW. V ti VW o 03nO�dd� p <8/12 I �l � � 8/12> ✓✓ iv 3ONVfldWO0 310 O ?3OA a3M3 8 MODEL: L2-2802-2 Plan 3 car SUBDIV : Sencer place Tei LSI A06 A m !-^� 1 /—► HUS28 WO o HUSH _- i F _ D 0 Y J HUS28 Aatit,le- v W m - _ �\ OOO C7 1US28 9 'roduct Qt JI ector Total List 8/12 HUS28 L �^, 1 s C178 HUS28 •001".. O �__ rn �� - y cp C , N co c�HUS28 N No -•-v —O I O,G N� O HUS28,_ ���M�t W 9 09 CD co .NLVI%lb 9 HUS28 O'1144W V o . 0 _44_ O @.6/12 HUS28 ��✓/ I4.6/12� •\CO ,11'\�\ \ CD it 18011• \A O w X/NW Nk 171 - ...1111 .3 ss left end indicator. I m \,‘W• \ 1-: 6.4‘siik--__ aNN, W Cn -"rt;i\m\\\\ > X.-14141111611- - - 0 o 0 o vNN4_ �Q. \ \ /12 \ ,�11��� \ • 1111 X\NMI ,1\ THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See the individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility of the building designer. For general guidance regarding bracing, consult "Bracing of wood trusses" available from the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179 DAA 13 02-00 23 09 08 16-00-08 rii Q a 0 1--' al ,...4e __ 5-00-00 53-00-00 ' 9. ,,. 4 -.i 00 60-00-00 23 0 0 Geotechnical Engineering Report 12510 50th P1 S Tukwila, Washington P/N 0179002665 an''u��ary 6,\2017 J1\/\ prepared for: I \)\) Cary Lang Construction Atte 'tion: Car L'' an Y g 298152�Ave SE Federal Way, Washington 98023 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 142017 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P839 -T16 RECEIVED CITY OF TUKWILA MAR 012017 PERMIT CENTER 1) oo 61 w)13 J u L. 1,1 r- n TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6 Liquefaction Potential 5 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings 7 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 9 4.5 Structural Fill 10 5.0 RECOMMENDED ADDITIONAL SERVICES 11 6.0 CLOSURE 12 List of Tables Table 1. Approximate Locations and Depths of Explorations 2 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Log of Test Pit TP -1 and TP -2 A -2...A-3 n J n LJ L3 u n MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 January 6, 2017 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 12510 50th P1 S Tukwila, Washington P/N 0179002665 MGI Project P839 -T16 Dear Mr. Lang: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the proposed residential development in Tukwila, Washington. This report has been prepared for the exclusive use of Cary Lang Construction, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site consists of an undeveloped, 0.23 -acre residential parcel located on the east side of 50th PI S in Tukwila, Washington as shown on the enclosed Topographic and Location Map (Figure 1). The subject property is roughly square-shaped, spanning approximately 100 feet from both northwest to southeast, and northeast to southwest. The surrounding area is moderately populated with developed residential sites, with the project area being situated approximately 275 feet east of the Duwamish River. The subject property is relatively level, and is densely vegetated with blackberry bushes, thin deciduous trees, and other brush. Improvement plans involve the clearing/stripping of the parcel, and the development of the site for residential purposes. Page 1 of 12 a 0 0 9 9 0 0 0 0 0 0 0 9 0 0 0 0 0 Cary Lang Construction —12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on December 16, 2016. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP -1 and TP -2), advanced on December 16, 2016; • Two grain -size analyses performed on soil samples 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 Northeast corner of the project area Southeast corner of the project area10 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 -tracked backhoe operated by an excavation contractor under subcontract to Cary Lang Construction. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in-situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater Migizi Group, Inc. Page 2 of 12 n Ly T LJ Cary Lang Construction -12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 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 log. Summary logs of our explorations are included as Figures A-2 and A-3. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site consists of a 0.23 -acre, undeveloped residential lot. The subject parcel is situated within the moderately populated Allentown neighborhood of King County, Washington. The project area is bounded on the north and east by developed residential sites, the south by a smaller undeveloped residential parcel, and on the west by 50th P1 S. The subject property is relatively level, with approximately 5 feet of elevation change observed over its extent; generally descending towards the southwest. The project area is thickly vegetated with blackberry bushes, brush, and thin deciduous trees. Access to the site is gained through a rough gravel driveway, located towards the southwest corner of the property. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. The Duwamish River is located approximately 275 feet east of the project area. 3.2 Soil Conditions Our subsurface explorations revealed relatively consistent subgrade conditions within the project area. Underlying a 12 to 18 -inch surface mantle of sod and topsoil, we encountered a thin zone of fill soils in each of our test pit explorations. This material was comprised of poorly consolidated silty sands, with some gravel, and scattered brick and/or asphalt debris. Fill soils were only a foot or less in overall extent, and was directly underlain by native alluvial deposits. Native soils were generally poorly consolidated, displayed some degree of mottling, and ranged in composition between fine silty sand and sandy silt; generally becoming more fine-grained with depth. Alluvial soils were encountered through the termination of both of our test pit explorations; a maximum depth of 10 feet below existing grade. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington prepared by the U.S. Department of the Interior U.S. Geologic Survey, the project site is mapped as containing Qal, or Quaternary Alluvium. In respect to the geographic location of the project site, this geologic mapping attributes most of the subsurface soils as deposits associated with the flood plains of the adjacent Duwamish Waterway. Our subsurface explorations generally correspond with the mapping of the site performed by the USGS, with the presence of silt indicating that there was localized "ponding" during some of these previous flood events. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. Migizi Group, Inc. Page 3 of 12 0 D 0 0 0 0 D 0 0 0 0 0 0 9 0 a 0 0 0 Cary Lang Construction —12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 3.3 Groundwater Conditions We did not encounter groundwater in either of our subsurface explorations, which extended to a depth of 10 feet below existing grade. Given our knowledge of the geology and hydrology of the region, we anticipate that groundwater is present at a depth of 121/2 to 15 feet below existing grade, roughly corresponding to the elevation of the adjacent Duwamish River. Seasonally perched groundwater, however, will likely be encountered during extended periods of wet weather due to the poor permeability of site soils. We do not anticipate that groundwater will be present in most project excavations, nor be a limiting factor in the proposed development. 3.4 Infiltration Conditions Based on our field observations and grain size analyses (presented in Table 2, below), it's evident that native soils consist of moderate to slowly permeable silty sand to sandy silt at or near surface elevations, extending to depths of ± 8 feet below existing grades. Underlying this material, slowly permeable sandy silt soils are encountered. This soil group was encountered through the termination of both of our subsurface explorations; a maximum depth of 10 feet. 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 `)/0 Coarse Gravel °/0 Fine Gravel % Coarse Sand Medium % Fine Sand % Fines Du) TP -1, S-1, 31/2 feet TP-2, S-1, 3 feet 0 0 0 0.7 0.2 0.4 3.1 3.4 46.1 54.3 50.6 41.2 -- -- Drainage Design Considerations Given the fine-grained nature of site soils, we do not interpret full -infiltration as being feasible for this project. 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). The USDA classification of loam should be utilized for design of retention facilities within the project area. 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 E, as defined by Table 30.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss =1.487 g SMS = 1.338 g SDs = 0.892 g S1= 0.557 g SMI = 1.336 g SDI = 0.891 g Migizi Group, Inc. Page 4 of 12 n �J n J n ,J Cary Lang Construction —12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 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 1.34 g and Sa at a period of 1.0 seconds is 1.34 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 0.89 g and Sa at a period of 1.0 seconds is 0.89 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 susceptible to liquefaction. The fine-grained alluvial soils encountered on site are moderately susceptible to liquefaction when saturated, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve the clearing/stripping of the parcel, and the development of the site for residential purposes. We offer these recommendations: J n L i n ti n • Feasibility: Based on our field exploration, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation Options: Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structure. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric placed between bearing pads and native soils will also be necessary. Recommendations for Spread Footings are provided in Section 4.2. • Floor Options: Floor sections should bear on medium dense or denser native soils or on properly compacted structural fill that extends down to medium dense or denser native soil. We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. 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. Migizi Group, Inc. Page 5 of 12 n J Cary Lang Construction —12510 50th PI S, Tukwila, WA January 6, 2017 Geotechnical Engineering Report P839 -T16 4_1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. rli 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 ul 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. U 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 exploration indicates that the organic horizon can reach thicknesses of up to 18 inches. Stripping is best performed during a period of dry weather. T j Site Excavations: Based on our exploration, we expect that site excavations will encounter loose/soft fine-grained soils, which can be readily excavated using standard excavation equipment. u n Dewatering: Our exploration did not encounter groundwater within its termination depth, nor do we expect that groundwater will be present in the planned excavations. However, if groundwater n is encountered, we anticipate that an internal system of ditches, sump holes, and pumps will be J adequate to temporarily dewater excavations. ETemporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should I - be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundation of the proposed residence should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. 71 Migizi Group, Inc. Page 6 of 12 7 J J 1 n Cary Lang Construction —1.2510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 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). 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. • Alluvial Silty Sand and Sandy Silt: Underlying a surface mantle of sod and topsoil, and thin fill horizon, native soils were encountered; generally consisting of silty sands and sandy silts. These soils are extremely moisture sensitive and will be difficult, if not impossible, to reuse during wet weather conditions. If reuse is planned, care should be taken while stockpiling in order to avoid saturation/over- saturation of the material, and moisture conditioning should be expected. `-' Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1 V. For all soil types, the use of flatter slopes (such as 21/H:1 V) 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 Li In our opinion, conventional spread footings will provide adequate support for the proposed residence if the subgrade is properly prepared. Due to the soft soils underlying the site, over - excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill n bearing pads will be necessary for foundation support of the new structure. 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 7 of 12 Cary Lang Construction -12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM:D-1557), should underlie spread footings on this site. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. 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 properly prepared, structural fill bearing pads 3 feet thick can be designed for a preliminary 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 8 of 12 Cary Lang Construction -12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: We recommend over -excavation of slab -on -grade floor subgrades to a minimum depth of 2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill 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 Drainage Systems In our opinion, the proposed residence should be provided with a permanent drainage system to reduce the risk of future moisture problems. We offer the following recommendations and comments for drainage design and construction purposes. Perimeter Drains: We recommend that the residence be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4 -inch -diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter footings. Subfloor Drains: We recommend that subfloor drains be included beneath the new building. These subfloor drains should consist of 4 -inch -diameter perforated pipes surrounded by at least 6 inches of pea gravel and enveloped with filter fabric. A pattern of parallel pipes spaced no more than 20 feet apart and having inverts located about 12 inches below the capillary break layer would be appropriate, in our opinion. Discharge Considerations: If possible, all perimeter drains should discharge to a sewer system or other suitable location by gravity flow. Check valves should be installed along any drainpipes that Migizi Group, Inc. Page 9 of 12 fl fl 9 LJ ri j n �1 j fl v n 1 Cary Lang Construction —12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 discharge to a sewer system to prevent sewage backflow into the drain system. If gravity flow is not feasible, a pump system is recommended to discharge any water that enters the drainage system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the buildings so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. 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. 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 Minimum Compaction Footing subgrade and bearing pad Foundation and subgrade wall backfill Slab -on -grade floor subgrade and subbase 95 percent 90 percent 95 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel 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. Migizi Group, Inc. Page 10 of 12 Cary Lang Construction —12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 11 of 12 Cary Lang Construction —12510 50th P1 S, Tukwila, WA Geotechnical Engineering Report January 6, 2017 P839 -T16 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. 4110 ach L. Logan Staff Geologist Migizi Group, Inc. Page 12 of 12 James E. Brigham, P.E. Principal Engineer r LJ C J D J 0 0 0 0 0 0 C z 0 0 0 0 0 z 0 0 n 0 11 TOPO! map printed on 12/05/16 from 11ntOfed,tpo' 122°19.000' W 122°18.000' W 122°11,000' W 122°16.000' W 122°15.000' W 122°14.000'W WGS84122°13.000' W PILI III I '�� ,rte" ., , ����� � tIMP "1"714.744111 LI. tat 9 SAM amfir i UNCI 111111111111IAwansia111141111iii= 115 _i 911fe � 1 1,. 1:�► �11� h'. �� , 1,1 u LvAgii 122019.000' W 122°18.000' W 122°17,000' W 122°16.000' W 122°15.000' W s !WI Migizi Group, Inc. P.O. Box 44840 Tacoma, WA 98448 12510 50th PI S Tukwila, Washington P/N 0179002665 Topographic and Location Map 122°14.000' w WGS84 122°13.000' W z 0 0 0 0 ° z 0 0 0 n FIGURE 1 P839 -T16 W -E TEST PIT LDCATION TP -1 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. Migizi Group, Inc. PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com PROJECT: 12510 50th PI S Tukwilla, Washington SHEET TITLE: Site and Exploration Pian DESIGNER: CRL JOB NO. P839 -T16 DRAWN BY: CRL SCALE: NTS CHECKED BY: CRL FIGURE:2 DATE: Dec. 23, 2016 FILE: Fig2.dwg APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS 0 0 0 0 1 c 0 J J 7 N 0 m S z 0 z z z Z 0 MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Half > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE OR GW .•'•! '$h14 1..4.'4: . WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF NO FINES GP p .4 o•� p: ll..'' POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES D: COARSE FRACTION IS LARGER THAN N0.4 SIEVE GRAVELS WITH (IRA o L MMIXTURRAVELS, POORLY GRADED GRAVEL -SAND -SILT • < OVER 15% FINEStt* �— CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAYGC MIXTURES SANDS CLEAN SANDS WITH LITTLE SW •:•.•:• WELL GRADED SANDS, GRAVELLY SANDS MORE THAN HALF OR NO FINES SP • .•• . POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH SM ':' :':.• • SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES OVER 15% FINES' SC •. ; CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL jINORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL _ – ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH / 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 Califomia RV R -Value @ Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test 1 1 Auger Cuttings TC Cyclic Triaxial IA Grab Sample TX Unconsolidated Undrained Triaxial Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA FigureA-1 M�GIZI (VIII` GROUP a 0 D 0 0 0 D 0 0 0 9 0 0 0 0 M0.,' )iilii' Migizi Group, Inc. TEST PIT NUMBER TP -1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 12510 50th PI S Geotech PROJECT NUMBER P839 -T16 PROJECT LOCATION Tukwila, Washington DATE STARTED 12/16/16 COMPLETED 12/16/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH C (ft) SAMPLE TYPE NUMBER U.S.C.S. GRAPHIC LOG MATERIAL DESCRIPTION _ _ - - 2.5 GB S-1 GB S-2ML ,0 ,, 0 -. Sod and Topsoil 1.5 SM ,* • • (SM) Gray/brown silty sand with some gravel and brick debris (very loose, moist) (Fill) 2.5 - - - 5.0 (ML) Light brown sandy silt (very soft, moist) (Alluvial Deposits). Mottling observed from 5 to 8 feet 8.0 7.5 _ - - 10.0 ML (ML) Gray/brown mottled sandy silt with interbeds of fine sand (very soft, moist) (Alluvial Deposits) 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. 0 0 D 0 D a 0 a Q a 0 0 0 a 0 0 11 M-,'. ).1111 A Migizi Group, Inc. TEST PIT NUMBER TP -2 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 12510 50th PI S Geotech PROJECT NUMBER P839 -T16 PROJECT LOCATION Tukwila, Washington DATE STARTED 12/16/16 COMPLETED 12/16/16 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tired Backhoe AT TIME OF EXCAVATION — LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — o DEPTH (ft) SAMPLE TYPE NUMBER vi U vi GRAPHIC LOG MATERIAL DESCRIPTION - - _ - - - 2.5 GB S-1 GB S-2 -' Lz i1.0 Sod and Topsoil SM •• i• • .000 (SM) Dark brown silty sand with some gravel and asphalt debris (very loose, moist) (Fill) 2.0 SM (SM) Light brown mottled fine silty sand (very loose, moist) (Alluvial Deposits) 5.5 - - - 5.0 - - _ - - _ 7.5 ML (ML) Gray/brown mottled sandy silt (very soft, moist) (Alluvial Deposits) 6.0 SM .: (SM) Gray fine silty sand (loose, moist) (Alluvial Deposits) 7.0 ML (ML) Gray/brown mottled sandy silt with interbeds of fine sand (soft, moist) (Alluvial Deposits) 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. Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0038 / D17-0039 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 12510 & 12516 — 50th PL South. Abbreviated Work Description: Work within the City Right -of -Way, including driveway access, traffic control, water service, storm drainage, undergrounding of power, 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 7o day of V circ (1 , 2017. STATE OF WASHINGTON) )ss. County of King ) Authorized Signature / Grantor I certify that I know or have satisfactory evidence that 1%41 is the person who appeared before me, and saiperson acknowledged that he signed this instrument, on oath steajd that he was authorized to execute the instrument and acknowledged it as the own of Cary Lang Construction, Inc., a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated IOWAP)Ot/1-01i 11111\\\\\‘\\•*• 120(44 /A 1 P NotaryPublic in and for the State of Washington j� g residing at �apl & V A I l &' My appointment expires o"f Oili n DATED this g'1 GRANTEE: CITY of TUKWILA By: Print Name: Its: day of Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING , 2017 On this day, before me personally appeared BOB GIBERSON 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: Lc c, CQ,G Aat,(4'e__ frukr(c NOTARY PUBLIC, in and for the/lState of Washington, residing at 1, u) t alC, My commission expires: 4ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0039 DATE: 03/01/17 PROJECT NAME: CARY LANG - LOT 75 SITE ADDRESS: 12510 50 PL S X Original Plan Submittal Revision # ! before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: K, QW O ?- Building Division On / Public Works Fire Prevention Structural 11;10\11 A -P Planning Division IA ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/02/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 03/30/17 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: [Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 Residential Sewer Use\ertification Sewage Treatment Capelty Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type Property Street Address City State ZIP Owner's Namk 5 2- 4 Owner's Mailing Address City State ZIP X 6 -- 2-3 - .5 Owner's Phone Number (with Area Code) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): Name Street Address City State ZIP Residential Customer Please check appropriate box: Equivalent (RCE) K. Single-family (free standing, detached only) 1.0 (Multi -Family (any shared walls): ['Duplex (0.8 RCE per unit) n 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = 1.6 2.4 3.2 If Multi -family, will units be sold individually? Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No PERMIT CENTFR Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing -sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. understand that the information given is correct. I understand that the capacity charge levied will be based on this information. I understand that any devition mayresult in a revised capacity charge King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate Sewer District Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name remb- 003? Please report any . molitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) Demolition of pre-existing structure? ❑ Yes ❑ No Was structure on Sanitary Sewer? n Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? RECEIVED CITY OF '6'UKWILA1 Request to apply demolition credit to multiple structures? ❑ Yes 0 N MAR 01 2017 Signature of Owner/Representative E c ' Print Name of Owner/Representative CL: k. = '.. '` . 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer Date :-3f (Rev. 10/16) p,�:M CARY LANG CONSTRUCTION INC 0 Home Espanol Contact Safety & Health 0 Washington State Department of Labor & Industries s A -Z Index Page 1 of 2 'My L&I nsurance Workplace Rights Trades & Licensing CARY LANG CONSTRUCTION INC Owner or tradesperson Principals LANG, CARY MITCHEL, PRESIDENT LANG, JENNIFER ANN, SECRETARY Doing business as CARY LANG CONSTRUCTION INC WA UBI No. 601 231 391 29815 24TH AVE SW FEDERAL WAY, WA 98023 253-661-6880 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. • Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. CARYLCI101OF Effective — expiration 09/06/1990— 09/26/2018 Bond DEVELOPERS SURETY & INDEM CO Bond account no, 796451C $12,000.00 Received by L&i Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance INTERNATIONAL INSURANCE COMPAN $1,000,000.00 Policy no. IG06C004381-00 Received by L&I Effective date 09/01/2016 09/10/2015 Expiration date 09/10/2017 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&1 Tax debts No L&l tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=601231391 &LIC=CARYLCI101 OF&SAW= 3/16/2017 CARY LANG CONSTRUCTION INC License Violations No license violations during the previous 6 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 Account is closed. 582,910-00 Doing business as CARY LANG CONSTRUCTION INC Estimated workers reported NIA L&I account representative T2 / MATT PEDERSEN (360)902-5476 - Email: PEDM235@Ini.wa.gov Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 © 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=CARYLCI101 OF&SAW= 3/16/2017 0 0 T 0 J E 0 z T 0 J -o N U O 10 0' 0 0 0 0 0 0 0 0 0 0 0 0 0 C7 J 4) 0 0 0 0 10 10 0 L: \Working\R17360 — 0 0 0 0 0 0 Q CO10 N 1 -V EX. GAS MAIN E. WATER I MAIN 0 7 N ) 1) `-I NE/1/1" WATER U) \--2")_-)- I EX.16" SIDE SEWER STUB R=5' (TSP 4,v EX. 111/ BOX ETER ss II 4-v,1 f cgo :42 LF13/2'WA frs ss R SERVICE INE 56 LF 4" SIDE SEWER @ 2.00% 2'W x 14'L x GRAVEL STRIP PER DETAIL 2 T SAWCUT LINE ) ) 1' • 21 a.. 1 N57°28'36"E 100.00' 5' BSBL ss ROOF OVERHANG v A ° J °pCOV. D PORCF-t � e UDR ° U) v) FTDR FTDR FTDR FTDR 7 LF 4" PVC ROOF DRAIN COLLECTOR @ 2.00% PROPOSED SINGLE FAMILY RESIDENCE FFE=22.50 4 LF 4" PVC FOOTING DRAIN COLLECTOR @ 2.00% Vy� FTDR FTDR- -0 UTILITY TRENCH (POWER & COMM.) FTDR 5' BSBL J FTDR FTDR CB OR AREA DRAIN RIM=21.00 IE (NE, NW)=17.50 IE (SE)=17.40 r S57°28'36"W 100.00' .04 is \ 5°10 10LF6"PV,CSD @ 1.00% `'• 0 7.5'W x 25'L x 5'D ROOF & FOOTING DRYWELL PER DETAIL 1 2 1 1 I fi LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE — RIGHT OF WAY CENTERLINE — ADJACENT PROPERTY LINE ROOF OVERHANG LINE PROPERTY CORNER 4" CONCRETE PAVEMENT 3" CLASS B ASPHALT OVER 6" CSBC PROPOSED RESIDENCE ] PROPOSED INFILTRATION PARCEL NUMBER 0179002665 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP DRYWELL 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,287 SQ. FT. (INCLUDING OVERHANG) WALKWAY 46 SQ. FT. DRIVEWAY 560 SQ. FT. TOTAL 2,893 SQ. FT. 2,893 / 7,500=0.3857 X 100% = 38.57% IMPERV. SURF. COVERAGE MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,287 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,287 SQ. FT. 2,287 / 7,500=0.3049 X 100%.= 30.49% MAX. BUILDING COVERAGE Know what's below. CaII before you dig. FOR MORE SOIL INFORMATION, SEE JANUARY 6, 2017 GEOTECHNICAL ENGINEERING REPORT MIGIZI GROUP, INC. P.O. BOX 44840 TACOMA, WA 98448 PHONE: 253-537-9400 FOUNDATION 4" PVC DOWNSPOUT DRAIN LINE FINISH GRADE BACKFILL :..PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" .WASHED'ROCK FILTER FABRIC (IVII.RAFI 100X OR EQUIVALENT) DRYWELL FILLED WITH 1 1/2" -3" WASHED ROCK CATCH BASIN DOWNSPOUT FLOW r PLAN SCALE: NONE DOWNSPOUT OVERFLOW SPLASH BLOCK O 1 L J OBSERVATION PORT FLOW CATCH BASIN 6" MIN. DIA. PIPE GEOTEXTILE z 2 MIN. 1' OR 3' ABOVE SEASONAL HIGH GROUNDWATER ELEVATION AND HYDRAULICALLY -RESTRICTIVE MATERIAL PROFILE SCALE: NONE DRYWELL DETAIL SCALE: NONE COPY P snit O. t\1' OO'L Plan review approval is sub ect to errors and omissions. Approval of cons'cruc►ion documents does not authorize the violation of any adopted code or ordinance. Ram: j EXPIRES:/ of approved Field Cop ,and conditions is acknowledged: By: Date: SEPA n;Tr7 FERM1T QUI L D FOR: ❑ ochanical I! Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDI G DIVISION REVi;,IONS No changes shall be made to the scope of 1.,rot ,,,it, ,.,"r r'e 70%/rl rf City of Tukwila BUILDING DIVISION .• r . .i I„ : i ,Jautttal and may inci:de additional pian review fees. J 4" PERFORATED PVC FOOTING DRAIN LINE NOTES: DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER D 1%- 0 1339 2' GRAVEL STRIP SLOPE ////,',%/(///4,0 i� CONCRETE DRIVEWAY • WASHED ROCK 3/4" - 1 %2" CV GRAVEL STRIP DETAIL SCALE: NONE T REFERENCE SHEET NO. C2 SHEET 2 OF 2 SHEETS z O I— U F- 11J Cf) C.) Z J O� 0 z JLO G7 Q U CO co LO CO a mmm t -I N Lm ISSUE DATE 0 N N N z(L) o N E zzzz J J = _ DESIGNED BY: m CHECKED BY: PROJ. MNGR: 0 1- a E2 cnw 0 0 w REVIEWED FOR CODE COMPLIANCE A°PROVED MAR 14 2011 A-‘1 i212- City PCity of Tukwila BUILCING DIVISION CO L1.1 0 J T 0 J Layout Name: 12510-12516 50th Place S (LANG Construction)\CADD\Drawings\12510-01.dwg L: \Working\R17360 0 0 0 0_ 25' - ROW LEGEND c — "t (11 ) ca C `) c) (1) cn rn w „nu) Cn cn J I C.) C) 4.. 25' - ROW BEN C1..,+MARK SET MAG NAIL ELEV=23.00 (ASSUMED) W ss 0 0 s PROPERTY LINE RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE PROPERTY CORNER >r, ////&//////l/llll//l//11-% N57°28'36"E 100.00' N M M 0, I i EX. TREE TO BE REMOVED (TYP) 7 INSTALL CONSTRUCTION ENTRANCE PER DETAIL THIS SHEET C INSTALL SILT FENCE PER DETAIL THIS SHEET TEMPORARI>'STOCKPILE COVER WITH PLASTIC PER DETAIL THOHEET L C Know what's below. Call before you dig. 50 DEC. S57°28`36"W 100.00' HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH 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. ♦1 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. 11 11 11 11 11 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: z_ Q z CV FILTER FABRIC UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL 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 GEOTEXTILE UNDERLINE NOTES: 4" TO 8" QUARRY SPALLS RECEIVED CITY OF TUKWILA MAR 012017 PERMIT CENTER 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA 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 DE AIL PER 2016 KCSWDM FIGURE C.3.1.A SCALE: NONE REFERENCE SHEET NO. C1 SHEET 1 OF 2 SHEETS z O = 1 n co U OCt co ti F- W c Z 0J 0 - <C CSF -J Z c Q Q� U C11 J W CD D z z J 0 w c 7 c CT A•. ,:-„ca' W 118 etc ru C �0 I� > 0 Ph v c J c J CO co CD''� L.0 cn S ra CD F- ro co n v) ISSUE DATE O o z 8 N DESIGNED BY: m CHECKED BY: H. H. PHAN PROJ. MNGR: 0 1— 0 REVIEWED FOR ODE COMPLIANCE APPROVED MAR 14 2011 B City of Tukwi a UILDING DIVISION >- m w 1 -- 0 BUILDINGS COQZ 2015 INTERNIATiONAL BLDG. CODE (18C), AND BY REFERENCE WHERE APPLICABLE THE 2015 NTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED 8Y LOCAL JURISDICTION. ROOF LIVE LOAD • 25 PSF (SNOW) ROOF DEAD LOAF • 15 PSF FLOOR LIVE LOAD • 40 PSF FLOOR DEAD LOAD • 15 PSF WIND LOAD ■ 110 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. II TYPE: V OCCUPANCY GROUP: R-3 PESIGN CRITERIA: TABLE R30L2(1) GROUND SNOWDESIGN LOAD WIND DESIGN SEISMIC CAS, SUBJECT TO DAMAGE FROM WINTER DESIGN TEM., ICE SHIELD WDER- UNDER- REQr1IilEO FLOOD HAZARDS AIR FREEZING � MEAN AMWAL TIS SPEED (MPH) TOPOGRAPHIC en= SPECIAL LUND REGION WIND-BORNE DEBRIS ZONE WEAK FROST LINETERMITE DEPTH EITI4ER DIRECTION 25 .-.`- 110 RINGED, OR 4d COOLER NAiL, 0. ' DIA, 1-3/8' LONG,1/32' MAP. la.CEILING CEILMG D1/P2 MOD 18 MIP n to PER JURISDICTION 50 50 ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED SY THE OURNER OR CONTRACTOR Al TIME OF PERMIT SUBMITTAL: - MFG. JSt. DESIGN AND LAYOUT iF APPLICABLE (FROM MANUFACTURER) - thFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) SITE CialEIRAL. UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOiLS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSP. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO SEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. taintISPMFRESSIVE STREWN OF CONTE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MMIMI COMPRESSIVE STRENGTH (FE) AT 28 DAYS MODERATE tIEAT4•EERRING POTENTIAL BASEMarT WALLS, FOUNDATIONS 1 OTHER CONCRETE NOT EXPOSED TO 114E WEATHER. 2,500 pal BASEMENT SLABS 1 INTERIOR SLAB ON GRADE, EXCEPT GAR4tE FLOOR SLABS. 2,500 pat 1✓ASl M%NT WALLS, FOUNDATION WALLS, E>:TERIOR WALLS t OTHER VERTICAL CONCRETE WORK EXPOSED 10 Tke WEATHER. 3,000 pat (5% to 1% air a ntratned PORCHES, CARPORT SLABS 4 STEPS EXPOSED THE MEATIER 1 GARAGE FLOOR SLAB. 3,000 pal (5% to 1% Mr entrained) CONCRETE 'IBATC44 TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILD OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UNA. (SEE STRUCTURAL) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH V4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1' OP MASONRY OR CONCRETE TO EE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SiLL BOLTS TO BE !3/8' DIAMETER AT 5'-0' 0.C. UNA. WITH MIN. 1' EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE 70 BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LIMBER S14ALL BE RETREATED N THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC 8311.1.1, FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. 6' MIN. CLEARANCE BETWEEN WOOD AND GRADE. 12' MIN. CLEARANCE BETWEEN FLOOR SEAMS AND GRADE. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. 12AMPPRQC__11`1G EXCEPT WHERE REQUIRED BY SEC. R4062 TO BE WATERPROOFED, FOUNDATION WALLS 114A1 RETAN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL SE DAMPPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING OR (B) 6 NCI4E8 BELOW THE TOP OF 114E BASEMENT FLOOR, TO THE FINISHED GRADE. MASONRY WALLS 614ALL HAVE NOT LESS THAN 3/8 INCH PORTLAND CEMENT PARGING APPLIED TO THE EXTERIOR OF 114E WALL. THE PARGING SHALL BE DAMPPROOFED IN ACCORDANCE WITH ONE OF TI4E FOLLOWING= 1. BITUMINOUS COATING. 2..5 FOUNDS PER SQ. P. OF ACRYLIC MODIFIED CEMENT. 3. 14' COAT OF SURFACE -BONDING CEMENT COMPLYING WITH ASTM C 881. 4. ANY MATERIAL PERMITTED FOR WATERPROOFING IN SEC. R406.2. 5. OTHER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION 10 THE MASONRY. CONCRETE WALLS SHALL BE DAMPPROOFED BY APPLYING ANY ONE OF THE LISTED DAMPPROOFING MATERIALS OR ANY ONE OF THE WATERPROOFING MATERIALS LISTED IN SECTION 84062 TO THE EXTERIOR OF THE WALL. WATEUOFING R4062 - IN AREAS WHERE A 141G44 WATER TABLE OR OTHER SEVERE SOiL-WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH AND ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL 8E WATERPROOFED FROM THE HIGHER OF (a) THE TOP OF THE FOOTING, OR (b) 6 NCI -ES BELOW 114E TOP OF THE BASEMENT FLOOR 10 THE FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING: 1. 2 -PLY 140T -MOPPED FELTS. 2.85 POUND ROLL ROOFING 3.6 -MIL POLYVINYL CHLORIDE. 4. 6 -MIL POLYETHYLENE 5. 40 -MIL POLYMER -MODIFIED ASPHALT. 6. 60 -MIL FLEXIBLE POLYMER CEMENT. 1. 1'8 CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING. a 60 -MIL SOLVENT -FREE, LIQUID -APPLIED SYNTHETIC RUBBER EX,CEEN2t1:ORGANIC-SOLVENT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONES ,AND ESTERS SHALL NOT BE USED FOR iCF WALLS WITH EXPANDED POLYSTYRENE FORM MATERIAL. USE OF PLASTIC ROOPING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGINGS 10 SEAL ICF WALLS IS PERMITTED. COLD -SETTING ASPHALT OR 1401 ASPHALT SHALL CONFORM t0 TYPE C OF ASTM D 449. HOT ASPHALT SHALL. BE APPLIED AT A TEMPERATURE OF LESS THAN 200'F. ALL JOINTS 114 MEMBRANE WATERPROOFING SHALL EE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. \NTIL4TICNR48.1 - THE UNDER -FLOOR SPACE BETWEEN THE BOTTOM OF THE FLOOR JOISTS AND THE EARTH UNDER ANY BUILDING (EXCEPT SPACE OCCUPIED BY THE BASEMENT) SHALL HAVE VENTILATION OPENING THROUGH FOUNDATION WALLS OR EXTERIOR WALLS. A GROUND COVER OF SiX MIL (0.006 IN THICK BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE GROUND WITHIN CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED SiX INCHES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. E,V;EPTi0N- THE GROUND COVER MAY BE OMITTED IN CRAWL SPACES iF THE CRAWL SPACE HAS A CONCRETE SLAB FLOOR WITH A MINIMUM THICKNESS OF TWO INCHES. D_ReC4EESTOEFING 8302.12 IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRcAFTSTOPB SHALL 8E INSTALLED SO 114A1 THE AREA OF THE CONCEALED SPACE DOES 1401 EXCEED 1,000 SQUARE FEET. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WI4ERE THE ASSEMBLY IS ENCLOSED SY A FLOOR MEMBRANE ,48OVE 4 .4 CEILINGS MEMBRANE !BELOW, DRAFTSTOPPING SHALL BE PROVIDED 114 FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: 1 CEILINGS IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. ORAFTSTOPPING SHALL CONSIST OF MATERIALS LiSTED IN IRU' SECTION R302.121. FIREBL0CKl G 8302.11_ IN COMBUSTIBLE CONSTRUCTION, FIREBLOCKING SHALL ESE PROVIDED TO CUT OFF BOTH VERTICAL AND HORIZONTAL CONCEALED DRAFT OPENINGS AND 10 FOR" i 414 EFFECTIVE FIRE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY ,AND THE ROOF SPACE. FIREBLOCKING 8I4ALL BE PROVIDED N WOOD -FRAMED CONSTRUCTION IN 144E FOLLOWING LOCATIONS: 1, IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS: L1. VERTICALLY AT THE CEILING ,AND FLOOR LEVELS. 12. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10Ft 2. AT INTERCONNECTIONS DETWEEN CONCEALED VERTICAL AND HORIZONTAL SPADES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R302.1 02' GWS) 4. At OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. THE MATERIAL FILLING THIS ANNULAR SPACE SHALL 1401 BE REQUIRED TO MEET THE ASTM E 136 REQUIREMENTS. 5. FOR THE PIREBLOCK1NG OF C44I11NEYS AND FIREPLACES, SEE IRC SECTION 81003.19. 6. FIREBLOC.KING OF CORNICES OF A TWO-FAMILY DWELLINIG IS REQUIRED AT THE LINE OF DU.ELLNG UNIT SEPARATION. PIREh3LOCKING 514ALL CONSIST OF MATERIALS LISTED 114 IRC SECTION 8302.11.1 LOOSE -FILL INSULATION MATERIAL SHALL NOT SE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIRESLOCKS SHALL BE MAINTAINED. GENERAL ALL NAILING 10 COMPLY WITH REQUIREMENTS OF IRC TABLE R.6023(1) GYPSUM WALL BOARD AT INTERIOR WALLS 10 BE FASTENED ACCORDING 10 TABLE 810235 MINIMUM THICKNESS ,AND APPLICATION OF GYPSUM 5O,4PD TABLE 810235 TWIC:NOS CO GYPSUM BOARD CR GYF'81.1" I PANEL PRODUCTS (I4C14E3) APPLICATION ORIENTATION OP GYPSUM BOARD OR GYPSUM PANEL PRODUCTS TO MAINS MAXIMUM BPACNG OF FRAMING I RS main O,C.) MAXIMUM SPACING OF FASTENERS (INCHES) SIZE OP NAILS FOR APPLICATION TO WOOD FR4IRG NAILS dhuseivo 3/8 CEILING PERPENDICULAR 16 1 12 13 GAGE, 1-1/4' LONG, 18/64' MAP, 08188' DIA, 1-1/4' LONG, ANJULAR- WALL EITI4ER DIRECTION 16 8 16 RINGED, OR 4d COOLER NAiL, 0. ' DIA, 1-3/8' LONG,1/32' MAP. la.CEILING CEILMG EITHER DIRECTION 16 1 12 13 GAGE,1-3/8' LONG, 19/64' 1.1EAD, DDSS' DIA., 1-1/4' LONG, ANNULAR- RNGEDJ OR Sd COOLER NAIL, 0086' DIA, 1-15/81 LONG, U5/64' MEAD, PERPENDICULAR 24 'I 12 OR GYPSIJNI BDI BOARD NAIL, 0036' A.1 -'U8' 1-Ct4G, W32' HEAD. WALL EITHER DIRECTION 24 8 12 WALL EITHER DIRECTION 16 a 16 8/8' CEILMG EITHER DIRECTION 16 T U 13 GAGE, I -S/8' LONG, 19/64' HEAD: CMS' DIA, 1-3/8' LONG, ANVUL.AR- GYPSU, OR 6d COOLER NAIL, AMA' 2' PIA, 1-1/8' LONG, I/4' HEAD, OR M WARD NAL 0.0313" PIA. 1-1/8' LONG, 1S/64' 14F -AQ. CEILMG PERPENDICULAR 24 12 XAT CLG = : ATM PERPENDICULAR 24 6 6 1-1/8' LONG ed COATED NAILS OR EQUIVALENT DRrU14L.L SCREWS. SCREWS SHALL COMPLY OATH SECTION 810232$1 WALL EITHER DIRECTION 24 8 12 13 GAGE, I -S/8' LONG, 19/64' HEAD, COW' DIA, 1-3/8' LONG, ANNULAR - RINGED/ OR 6d COOLER NAIL, 92' PIANG,1-1/8' LO, V4' HEAD, OR �� .. • _ w :. ; •' - - 01 - ' ' . _ ILW .L EITHER DIRECTION 168 16 APPLICATION WITH ADHESIVE 3/8' CEILING PERPENDICULAR 16 16 16 SAME ASABOVE FOR 3/8' GYPSUM BOARD AND GYPSUJi'1 PANEL PROCUC18. WALL EITHER DIRECTION 16 Ib 24 I/2' OR 6/8' CEILMG EITHER DIRECTION 16 16 16 SANE AS ABOVE FOR 1/2' AND S/8' GYPSUM BOARD AND GYPSUM PANEL PRODUCTS, RESFECtIVELY. CEILING PERPENDICULAR 24 12 16 WALL EITHER DIRECTION 24 16 24 TiWO 3/8 LAYERS CEILING PERPENDICULAR 16 16 16 BASE PLr NAILED AS ABOVE FOR i' GYPBLM BOARD AND GYPSUM PANEL PRODUCTS` FACE PLY INSTALLED WITH ADHESIVE WALL EITHER DIRECTION 24 24 24 FASTENERS ALL NAILS SPECIFIED ON 14415 PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) 8d COMMON (0.131' DIA., 2-1/2' LENGTH), 8d 50X (0113' P14, 2-1/2' LONG), 10d COMh'0N (0.148' DIA, 3' LONG) 10d BOX (0.128' DIA, 3' LENGTH), 16c1 COMMON (0.162' DIA, 3-1/2' LONG), 16cl SINKER (0.148 P14, 3-1/4' LONG) 5d COOLER (0.086' DIA., 1-5/8' LONG ), 6d COOLER (0A92' DIA„ 1-1/5' LONG) LUMBER GRADES FRAMING LUMBER SI4ALL COMPLY 10 THE LATEST EDITION OF WWPA GRADING RULES FOR THE WESTERN LUMBER ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD 'TYPE: 2X4 2X6 OR LARGER HF e'2 - Fb■850 pat, Fv•15 pet, Fc.1300 pet, E■1200000pe1 HP r2 - Fb•e60 pet, Fv■15 per, Pc■1300 pat, E•1200000pet MALI 4X 6X OR LARGER PF -L'2 - Fb■900 pat, Fv■95 pat, Fc•1350 pet, E■1600000p81 DF -L °2 - Fb•815 pal, Fv■85 pat, Fc■600 pat, E■1300000pa1 ENO 2X4 2X6 OR LARGER 4-F +2 - Fb■850 pet, Fv•15 pet, Fc•1300 pet, E■1200000pet I -F 112 - Fb•850 psi, Fv•15 pat, Fc■1300 pet, E■1200000pa1 PQM 4X4 4X6 OR LARGER 6X6 OR LARGER 6X6 OR LARGER 1-F +2 - Fb■900 pet, Fv•95 per, Fc■1350 per, E■1600000pel IAF 112 - Fo.900 pet, Fv■95 pal, Fo.1350 pat, E■1600000pe1 DF -L '1 - Fb■100 per, Fv■85 par, Pc.415 pet, E■1300000pa1 DF -L n - Fb•100 par, Fv085 per, Fc■415 pat, E■1300000pe1 GLUED -LAMINATED BEAM (GLS) SHALL BE 24F -V4 FOR SiNGLE SPANS 4 24F -V8 FOR CC4TINUOUS OR CANTILEVER SPANS WITH T44E FOLLOWING MINIMUM PROPERTIES: Fb • 2,400 PSI, Fv • 165 P61, Fc • 650 P51 (PERPENDICULAR), E • 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL B r BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST IGC EVALUATION REPORT. SEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Hs • 2,900 P81, Fv • 260 P51, Pc • 150 PSI (PERPENDICULAR), E • 2,000,000 PSI. SEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fly • 2,600 P81, Fv • 285 PSI, Fc • 150 PSI (PERPENDICULAR), E • 1,900,000 PSI. BEAMS DESIGNATED AS 'ISL' SHALL HAVE THE MINIMUM PROPERTIES: Fb • 1,100 PSI, Fv • 400 PSI, Fc • 680 PSI (PERPENDICULAR), E • 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM • L/480, FLOOR TOTAL LOAD MAXIMUM • L/240. PREFABRICATED WOOD TRUSSES= PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED 10 SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED 114 THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER 4140 FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL 8E HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON STC) TO ENSURE 11441 THE TRUSS BOTTOM CI -ORD WILL NOT BEAR 014 14.4E WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER T44E TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS Ot1-1ERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON 6' O.C. s PANEL EDGES AND 12' O.C. IN FIELD U.N.O.ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' 14G RATED (40/20) 514EATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. * PANEL EDGES AND 12' O.C. 114 FIELD. SPAN INDEX SI4ALL SE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE 114 SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO 714E BUILDING STRUCTURAL FRAMING COMPONENTS. T44E FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING T14E EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED Al ALL OF 144E FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW 4140 DOOR OPENINGS 114 SUCH A MANNER AS TO 8E LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITI4 FRAME OR STUCCO WALLS, WITH PROJECTING LiPS ON 50144 SIDES UNDER STUCCO OPENINGS. 3. UNDER 414D At THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH 10 A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. At BUILT-IN GUT?ERS. 11E n, s. • _r- " i. PER 2015 WASHINGTON STATE ENERGY CODE WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS 10 BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION 8310 -EMERGENCY ESCAPE 4 RESCUE OPENINGS R310.1 EMERGENCY ESCAPE AND RESCUE OPENING REQUIRED. BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE NOT LESS TNAN ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAI1 ONE OR MORE SLEEPING ROOMS, 414 EMERGENCY ESCAPE AND RESCUE OPENING SHALL BE REQUIRED IN EACH SLEEPING ROOM. EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL OPEN DIRECTLY INTO A PUBLIC WAY, OR 10 A YARD OR COURT THAT OPENS 10 A PUBLIC WAY. EXCEPTION: STORM SHELTERS AND BASEMENTS USED ONLY 70 HOUSE MECHANICAL EQUIPMENT NOT EXCEEDING A TOTAL FLOOR AREA OF 200 SQ FT. MINIMUM OPENING AREA: ALL EMERGENCY ESCAPE .41D RESCUE OPENINGS SHALL HAVE A MIN. NET CLEAR OPENING OF 5.1 SQ. FT. EXCEPTION= GRADE FLOOR OPENINGS SHALL HAVE A MIN. 5.0 SQ. FT. MINIMUM OPENING HEIGHT: THE MIN. NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. MINIMUM OPENING WIDTH: TI4E MIN NET CLEAR OPENINGS WIDTH SHALL 8E 20 INCHES. MAXIMUM SiLL 4-IEIG1-41: WHERE A WINDOW IS PROVIDED AS 14.4E EMERGENCY ESCAPE AND RESCUE OPENING, IT SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44' ABOVE THE FLOOR W14ERE THE SILL HEIGHT IS BELOW GRADE, It SHALL BE PROVIDED WITH A WINDOW WELL IN ACCORDANCE WITH SEC. R31023. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R.308.4 1. GLAZING 114 DOORS - SIDE HINGED DOORS, SLIDING GLASS DOORS AND PANELS IN SLIDING, 4 EIFOLD DOOR ASSEMBLIES PER IRC SECTION R308A.1. 2. GLAZING ADJACENT 10 DOORS - PANELS WITH1N 24' OF EITHER SIDE OF THE DOOR IN CLOSED POSITION PER IRC SECTION 8301342. 3. GLAZING 114 WINDOWS - THE PANE IS LARGER THAN 9 SQ. FT., THE BOTTOM EDGE IS LESS 114AN 18' ABOVE THE FLOOR, THE TOP EDGE IS MORE THAN 36' ABOVE THE FLOOR AND ONE OR MORE WALKING SURFACES ARE WiTHIN 36', MEASURED HORIZONTALLY AND IN A STRAIGHT LINE OF THE GLAZING PER IRC SECTION R308.4.3. 4. GLAZING IN GUARDS AND RAILS PER IRC SECTION R301344. 5. GLAZING 114 WET SURFACES - WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING 1-101 TUBS, SPAS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR SWIMMING POOLS WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 60' MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE PER IRC SECTION 83064.5. 1. GLAZING ADJACENT TO STAIRS AND RAMPS - WHERE THE BOTTOM EXPOSED EDGE IS LESS THAN 36' ABOVE 144E PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDING BETWEEN FLIGHTS OF STAIRS AND RAMPS PER iRC SECTION R308.4.6. 8. GLAZING ADJACENT 10 144E BOTTOM STAIR LANDING - WHERE THE GLAZING IS LESS THAN 36' ABOVE THE LANDING AND WITHIN A 60' HORIZONTAL ARC LESS 11414 180 DEGREES FROM THE 8011011 TREAD NOSING PER IRO SECTION R308.4.1. RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER JNSULATICXNI MO 1"18 CT1CN R302.10 FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX FOR INSULATION FLAME SPREAD AND SMOKE -DEVELOPED INDEX FOR INSULATION SHALL BE N ACCORDANCE WiTH SECTIONS R302.10.1 THROUGH 8302.105. R302.10.1 INSULATION INSULATION MATERIALS, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS AND VAPRD-PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES AND ATTICS SI4ALL HAVE A FLAME SPREAD INDEX NOT 10 EXCEED 25 WITH AN ACCOMPANYING SMOKE -DEVELOPED INDEX NOT 10 EXCEED 450 WHERE TESTED IN ACCORDANCE WITH ASTM E 84 OR UL 123. EXCEPTIONS: 1. WHERE 511014 MATERIALS ARE INSTALLED IN CONCEALED SPACES, 144E FLAME SPREAD INDEX AND SMOKE -DEVELOPED INDEX LIMITATIONS DO NOT APPLY t0 THE FACINGS, PROVIDED THAT THE FACING iS INSTALLED 114 SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR OR WALL FINISH. 2. CELLULOSE FIBER LOOSE -FILL INSULATION, THAT IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF SECTION R302.I03, SHALL NOT BE REQUIRED 10 MEET 144E SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 414D 61-1ALL 8E REQUIRED TO MEET A SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450 WHERE TESTED IN ACCORDANCE WITI4 CAN/ULC 61022. 3. FOAM PLASTIC INSULATION SHALL COMPLY WITH SECTION R316. R302.102 LOOSE -FILL INSULATION LOOSE -FILL INSULATION MATERIALS THAT CANNOT BE MOUNTED IN THE ASTM E 84 OR UL 123 APPARATUS WITHOUT A SCREEN OR ARTIFICIAL SUPPORTS SHALL COMPLY WITH THE FLAME SPREAD AND SMOKE -DEVELOPED LIMITS OF SECTION R302.10.1 WHERE TESTED 114 ACCORDANCE WITH CAN/ULC 81022. EXCEPTION: CELLULOSIC FIFER LOOSE -FILL INSULATION SHALL NOT BE REQUIRED TO BE TESTED IN ACCORDANCE WITH CAN/ULC 61022, PROVIDED SUCH INSULATION COMPLIES WITH THE REQUIREMENTS OF SECTIONS 8302.10.1 AND 8302.103. 8302.103 CELLULOSIC FIBER LOOSE -FILL INSULATION CELLULOSIC FIBER LOOSE -FILL INSULATION 51-1ALL COMPLY WITH CPSC 16 CPR, PARTS 1209 AND 1404. EACH PACKAGE OF SUCH INSULATING MATERIAL SHALL BE CLEARLY LABELED 114 ACCORDANCE WITH CPSC 16 CFR PARTS 1209 AND 1404. 8302.10.1 EXPOSED ATTIC INSULATION EXPOSED INSULATION MATERIALS INSTALLED ON ATTIC FLOORS SHALL HAVE A CRITICAL RADIANT FLUX NOT LESS THAN 0.12 WATT PER SQUARE CENTIMETER 8302.105 TESTI TESTS FOR CRITICAL RADIANT FLUX SHALL SE MADE iN ACCORDANCE WITH ASTM E 910. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS N FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL 8E SEALED, CAULKED, GASKETED OR WEATI-{ERSTRIPPED 10 LIMIT AIR LEAKAGE. 8102.1 VAPOR RETARDERS CLASS I OR II VAPOR RETARDERS ARE REQUIRED ON THE INTERIOR SIDE OP FRAME WALLS IN CLIMATE ZONES 5, 6, 1, 8, AND MARINE 4. EXCEPTIONS: I. BASEMENT WALLS. 2. BELOW -GRADE PORTION OF ANY WALL. 3. CONSTRUCTION WHERE MOISTURE OR ITS FREEZING WILL NOT DAMAGE THE MATERIALS. 8102.1.1 CLASS III VAPOR RETARDERS CLASS III VAPOR RETARDERS SHALL 5E PERMITTED WHERE ANY ONE OF 144E CONDITIONS iN TABLE 8102.1.1 IS MET. R102.12 MATERIAL VAPOR RETARDER CLASS. THE VAPOR RETARDER CLASS SHALL BE BASED ON THE MANUFACTURER'S CERTIFIED TESTING OR A TESTED ASSEMBLY. 744E FOLLOWING SHALL BE DEEMED 10 MEET THE CLASS SPECIFIED: CLASS I: SHEET POLYETHYLENE, UNPERFORATED ALUMINUM FOIL. CLASS It: KRAFT -FACED FIBERGLASS BATTS. CLASS iiI: LATEX OR ENAMEL PAINT. R102.13 MINIMUM CLEAR AIRSPACES AND VENTED OPENINGS FOR VENTED CLADDING. FOR THE PURPOSES OP THI6 SECTION, VENTED CLADDING SHALL INCLUDE THE FOLLOWING MINIMUM CLEAR AIRSPACES. OTHER OPENING WiTH THE EQUIVALENT VENT AREA SHALL BE PERMITTED. 1. VINYL LAP OR HORIZONTAL ALUMINUM SIDING APPLIED OVER A WEATHER -RESISTIVE BARRIER AS SPECIFIED N TABLE R1033(L). 2. BRiCK VENEER WITH A CLEAR AIRSPACE 45 SPECIFIED i14 TABLE RR103134. 3. OTHER APPROVED VENTED CLADDINGS. WSEC R402.4 AIR LEAKAGE (MANDATORY) 144E SUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED t0 LIMIT AIR LEAKAGE 114 ACCORDANCE SECTIONS R402.41 THROUGH 840244. 84024.12 TESTING THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE EXCHANGES PER HOUR. Iii CPI WITH THE REQUIREMENTS OF OF NOT EXCEEDING 5 AIR POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL ,AND POSTED 014 A WALL IN THE SPACE WHERE THE FURNACE IS LOCATED, A UTILITY ROOM, OR AN APPROVED LOCATION INSIDE 144E BUILDING. WHEN LOCATED ON AN ELECTRICAL PANEL, THE CERTIFICATE SHALL NOT COVER OR OBSTRUCT T44E VISIBILITY OF THE CIRCUIT DIRECTORY LABEL, SERVICE DISCONNECT LABEL, OR OTHER REQUIRED LABELS. THE CERTIFICATES SHALL LIST 114E PREDOMINANT R -VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR FLOOR) AND DUCTS OUTSIDE CONDITIONED SPACES; U -FACTORS FOR FENESTRATION 4140 THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND 114E RESULTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEAKAGE TESTING DONE ON 144E BUILDING. WHERE THERE IS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATES SHALL LIST THE VALUE COVERING 14 -IE LARGEST AREA. 11-1E CERTIFICATES SHALL LIST 144E TYPES AND EFFICIENCIES OF I -EATING, COOLING A10 SERVICE WATER HEATING EQUIPMENT. WHERE A GAS-FIRED UNVENTED ROOM HEATER ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATES SHALL LIST 'GAS-FIRED UNVENTED ROOM HEATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER, ' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FOR GAS-FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. pUCT LEAKAGE TESTING: DUCTS 614ALL BE LEAK TESTED 114 ACCORDANCE WITH WSU RS -33, USING 114E MAXIMUM DUCT LEAKAGE RATES SPECIFIED 11 2015 WSEC SEC. R403.3.3. A WRITTEN REPORT OF 114E RESULTS SHALL BE SIGNED BY THE PARTY CONDUCTING 744! TEST AND PROVIDED 10 144E CODE OFFICIAL. BUILDING AIR LEAKAGE TESTING 2015 WSEC SEC. R402.4 THE BUILDINGS TI-IERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTIONS R4024.1 T44ROUGI4 840244. "",.41110 VP -,•10 NOTES; 2015 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL 8E DESIGNED AND INSTALLED 80 11441 NO OPENING EXCEEDS V2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUC1 414 MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING 114E SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED AND PROTECTED BY 144E INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312123 118 WASTE OPENINGS 114 FRAMED CONSTRUCTION TO CRAWL SPACES At OR BELOW 144E FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH 140 OPENING EXCEEDING I/2 OF AN NCH 11 114E LEAST DIMENSION. irsgr WSEC SECTION R404 LIG44TING EQUIPMENT PER SEC R404.1 - A MINIMUM OF 15 PERCENT OF LAMPS BE l41G44-EFFICACY LAMPS. ANENT'L INSTA003 LLED LIGHTING FIXTURES RES SHALL INTERIOR STAIRWAY ILLUMINATION PER SEC 83031 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE 10 ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 144E BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS 11-IA4 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL 8E A WALL SWITCH .41 EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE W14ERE 144E STAIRWAY HAS SIX OR MORS RISERS. EXCEPTION: A SWITCH IS NOT REQUIRED WHERE REMOTE, CENTRAL OR AU10114,110 CONTROL OF LIGI4TING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED At 11E TOP LANDING OF THE St STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM 144E BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH 414 ARTIFICIAL LiGHT SOURCE LOCATED AT LANDING OF 114E STAIRWAY. . ,MD NOTC•14 S 8 PER SEC R602.6 DRILLING AND NOTCHING OF STUDS 61-1ALL 5E 114 ACCORDANCE WITH THE FOLLOWING: Egif},jEWED FOf COrrattOMPLIANC APPROVED MAR 14 2011 1. NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION SHALL BE PERMITTED TO BE CUT OR NOTCHED TOADEPT441t of TUIcWII NOT EXCEEDING 25% OF ITS WIDTH. STUDS 11 NONBEARING PARTITIONS SHALL BE PERMITTED TO BE NOTCHED 10 A DEPTH N.T TC Y EXCEED 40% OF A SINGLE STUD WIDTH. BUILDING DIVIS 2. DRILLING. ANY STUD SHALL BE PERMITTED TO BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE 114414 60% OF THE STUD WIDTH, THE EDGE OF THE 440LE 15 NO MORE THAN Pre NCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN 11E SAME SECTION ASA CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40% AND UP t0 60% SHALL ALSO 8E DOUBLED WITH NO MORE THAN T11.10 SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602.6(1) AND R6023(2). EXCEPTION: USE OF APPROVED STUD 61-10ES IS PERMITTED WHERE 11 -EY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC 8602.6.1 WHEN PIPING OR DUCTWORK IS PLACED IN OR PARTLY IN AN EXTERIOR WALL OR INTERIOR LOAD-BEARING WALL, NECESSITATING CUTTING, DRILLING OR NOTCHING OF THE TOP PLATE BY MORE THAN 50 PERCENT OF IT'S WIDTH, A GALVANIZED METAL 11E NOT LESS 114411 0.054 NC44 TI4ICK AND 1-1/2' INCHES WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT 10d NAILS HAVING A MINIMUM LENGTH OF 1-1/2' INCHES A7 EACH SIDE OR EQUIVALENT. THE METAL TIE MUST EXTEND A MINIMUM OF 6 INCHES PAST THE OPENING. SEE FIGUiE R602.6.1, EXCEPTION: WHEN THE ENTIRE SIDE OF 144E WALL WITH 114E NOTCH OR CUT IS COVERED SY WOOD STRUCTURAL PANEL SHEATHING. Parcel # 0179002665 4t4 „Nti E-1 t\oo 0 ;est cd >1 4-4 ala U 0 U 1. Contractor or builder must verily all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer Plan No: 2015 VENT LAT fRQUIIR NTS ROOF 4TT 1 C VENT 1 L AT 1 ON CALCULATIONS 1NTEG4TW 24 1-11R UJI-4OLE 1-4OUSE VENTILATION SYSTEM SEC. MI501 VENTILATION CALCULATIONS 4 REQUIREMENTS AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 8061 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL WAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENINGS SHALL SE PROVIDED WTTH CORROSION RESISTANT WIRE MESH, WITH lb' MIN. 4 1/4' MAX. OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. 1' SPACE 13E111EEN INSULATION AND ROOF SHEATHING o VENT LOCATION. BAFFLING OF THE VENT OPENIi•K3 SHALL 13E INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON-COMPRESSED INSULATION, 412' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL 13E NET FREE AREA) UPPER ROOF: (AREA 1) 1,611 SQ. FT. OF ATTIC okREA/300 : 551 SQ. Ft. OF VENTILATION REQUIRED (802 SQ INCHES) UPPER VENTS : 401 Sq. In. (9 AF50 VENTS) LOWER VENTS : 401 Sq. In. 20 EAVE VENTS x 12' PER BLOCK • 240 Sq. In. 4 050 VENTS x 50' PER VENT • 200 Sq. In. 1..OWER ROOF - GARAGE: (AREA 2) 252 SQ Ft. OF ATTIC AREA/300 : B4 SQ. FT. OF VENTILATION REQUIRES (121 SQ INCHES) UPPER VENTS : 61 Sq. In. (2 AF50 VENTS) LOWER VENTS : 61 Sq. In. 6 EAVE VENTS x 12' PER BLOCK • 12 8q. In. NOEL UPPER ROOF VENTING PROVIDED BY '1'x10' AF50 ROOF VENTS. (50 $ IN. PER VENT) NOTE: EAVE VENTING PROVIDED BY (4)-2 1/8' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 I/O' DIA HOLES • 14.16 Sq. In. w/O MESH NFA w/ MESH • 12' Sq. In. PER BLOCK LOU1ER POOP - COV'D PDRa-1: (AREA 3) 44 SQ FT. OF ATTIC AREA/300 • .15 SQ Ft. RTE: UPPER ROOF VENTING PROVIDED EY OF VENTILATION REQUIRED (22 SQ. INCHES) COR -A -VENT ROOF -2 -WALL VENT EAVE VENTS • II Sq. In. (85 SQ. IN. PER LINEAL Ft.) I EAVE VENTS x 12' PER BLOCK • 12 Sq. In. UPPER VENTS : II 3q. In. (CONI. ROOF -2 -WALL VENT) 6.5 SQ. IN. X 2 LF(T HISS BAY)• 11 SQ !N. PER TRUSS SAY 11 SQ. N. REQUIRED/ 1180. N. 1 BAY COR -A -VENT CONTINUOUS ROOF -2 -WALL VENT. PROVIDES S5 SQ. IN. NET FREE VENTILATION AREA PER LINEAL FOOT. (CUT 1' WIDE CLEAR SLOT IN ROOF DECK AT OR NEAR THE TOP.) i 30'-0' (15 EAVE VENTS) i gjl (AREA 1) is 1 10'-0' EAVE VENTS) 11'-0' (1 SAVE VENTS) 1 (AREA 2) • 29'-0' (3 EAVE VENTS) CH HEATING EQUIPMENT ALL WARM -AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFICATIONS. NO WARM -AIR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALL NOT SE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHERE HEAVIER TI -IAN AIR GAS MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED GAS. 1 -(EATING AND COOLING EQUIPMENT LOCATED IN A GARAGE AND WHICH GENERATES A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18' ABOVE THE FLOOR LEVEL. TEMPERATURE CONTROL THE PRIMARY SPACE CONDITIONING SYSTEM WITHIN EACH DUELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403.1.1 VENTILATION EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE SW GAS VENT SHALL BE INSTALLED 114 ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION INSTRUCTIONS ,AND APPLICABLE CODE REQUIREMENTS. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 FEET ABOVE THE HIGHEST POINT WHERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AND AT LEAST 2' HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10' OF THE VENT. UTILITY ROOM NOTES/MAKE UP AIR: 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR MEANS. • 100 SQ INCH TRANSFER GRILL PER IRS 62439.4 (6146) INTEGRATED 24 WOUSE VENTILATION SYSTEM. SECT AS AMENDED BY WASHINGTON STATE 111501.1 GENERAL LOCAL EXHAUST OR WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS AND EQUIPMENT SHALL BE DESIGNED IN ACCORDANCE WITH T1-116 SECTION. M15012 RECIRCULATION OF AIR EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT BE RECIRCULATED WITHIN A RESIDENCE OR TO ANOTI-ER DWELLING UNIT AND SHALL BE EXHAUSTED DIRECTLY TO THE OUTDOORS. EXHAUST AIR FROM BATHROOMS AND TOILET ROOMS SHALL NOT DISCHARGE INTO AN ATTIC, CRAWL SPACE OR OTHER AREAS OF THE BUILDING. MI5013 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM WHOLE -HOUSE MECHANICAL VENTILATION SYSTEMS SHALL BE DESIGNED IN ACCORDANCE WITH SECTIONS MI501.3.1 THROUGH MI50133. 1115013.1 SYSTEM DESIGN EACH DWELLING UNIT OR GUESTROOM SHALL BE EQUIPPED WITH A VENTILATION SYSTEM COMPLYING WITH SECTION M15013.4, MI5013.5,1115013.6 OR 111501.3.1. COMPLIANCE IS ALSO PERMITTED TO BE DEMONSTRATED THROUGH COMPLIANCE WITH THE INTERNATIONAL MECHANICAL CODE OR ASHRAE STANDARD 622. 111501.32 CONTROL AND OPERATION 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE BY THE OCCUPANT. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE -HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 3. LOCAL EXHAUST SYSTEMS. LOCAL EXHAUST SYSTEMS SHALL 1:3E CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. 4. CONTINUOUS WHOLE■HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE -HOUSE VENTILATION SYSTEMS SHALL OPERATE CONTINUOUSLY AND BE EQUIPPED WITH AN OVERRIDE CONTROL. A 'FAN ON' SWITCH SHALL BE PERMITTED AS AN OVERRIDE CONTROL. CONTROLS SHALL 8E CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENEMY -CONSUMING APPLIANCES. A CLEARLY VISIBLE LABEL SHALL BE AFFIXED t0 THE CONTROLS THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING INSTRUCTIONS).' 5. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS. INTERMITTENT WHOLE -HOUSE VENTILATION SYSTEMS SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATING INTERMITTENTLY AND CONTINUOUSLY. 52 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. 53 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF CONTROL TIMER INSTALLED. 5.4 THE INTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY FOUR. 5.5 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL, SUCH ASA 24-HOUR CLOCK TIMER. 5.6 5.1 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE -HOUSE FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE -HOUSE FAN SIZING. 5.6 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS 'WHOLE HOUSE VENTILATION (SEE OPERATING NSTRUCTIONS).' 11150132.1 OPERATING INSTRUCTIONS INSTALLERS SHALL PROVIDE THE MANUFACTURER'S INSTALLATION, OPERATING INSTRUCTIONS, AND A WHOLE -HOUSE VENTILATION SYSTEM OPERATION DESCRIPTION. 11150133 MECHANICAL VENTILATION RATE THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH DWELLING UNIT AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WTH TABLE 111501.33(1). EXCEPTION: THE WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM IS PERMITTED TO OPERATE INTERMITTENTLY WHERE THE SYSTEM HAS CONTROLS THAT ENABLE OPERATION FOR NOT LESS THAN 25 PERCENT OF EACH 4 -HOUR SEGMENT AND THE VENTILATION RATE PRESCRIBED 114 TABLE 11150133(1) IS MULTIPLIED BY THE FACTOR DETERMINED 114 ACCORDANCE WITH TABLE 11150133(2). 1115013.5 WHOLE -HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM. THIS SECTION ESTABLISHES MINIMUM PRESCRIPTIVE REQUIREMENTS FOR WHOLE -HOUSE VENTILATION SYSTEMS INTEGRATED WITH FORCED -AIR VENTILATION SYSTEMS. A SYSTEM WHICH MEETS ALL TI -IE REQUIREMENTS OF THIS SECTION SHALL SE DEEMED TO SATISFY THE REQUIREMENTS FOR A WHOLE -HOUSE VENTILATION SYSTEM. 11150133.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION 11150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED -AIR SYSTEM DUCTS. INTEGRATED FORCE -AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTING A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED -AIR SYSTEM, AT A POINT WITHIN 4 FT UPSTREAM OF THE AIR HANDLER THE OUTDOOR AIR INLET DUCT CONNECTION TO THE RETURN AIR STREAM SHALL BE LOCATED UPSTREAM OF THE FORCED -AIR SYSTEM !BLOWER AND SHALL NOT BE CONNECTED DIRECTLY INTO A FURNACE CABINET t0 PREVENT THERMAL SHOCK TO THE (-EAT EXCHANGER THE SYSTEM WILL 8E EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION 11150132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOD OR A FLOW MEASURING STATION. 111501.332 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. 1115013.53 OUTDOOR AIR INLETS. INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. OUTDOOR AIR INLETS SHALL BE LOCATED SO AS NOT t0 TAKE AIR FROM THE FOLLOWING AREAS: 1. CLOSER THAN 10 FT FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3FT ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. 5. CLOSER THAN 10 FT FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FT ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAGES. 111501.4 LOCAL EXHAUST LOCAL EXHAUST SHALL BE PROVIDED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM, INDOOR SWIMMING POOL, SPA, AND OTHER ROOMS WHERE WATER VAPOR OR COOKING ODOR 15 PRODUCED. LOCAL EXHAUST SYSTEMS SHALL BE DESIGNED TO HAVE THE CAPACITY TO EXHAUST THE MINIMUM AIR FLOW RATE DETERMINED 114 ACCORDANCE WITH TABLE 111501.4. 111501.4.1 LOCAL EXHAUST FANS EXHAUST FANS PROVIDING LOCAL EXHAUST SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cfln AT 025 INCHES WATER GAUGE FOR BATHROOMS, LAUNDRIES, OR SIMILAR ROOMS AND 100 cf1n AT 025 INCHES WATER GAUGE FOR KITCHENS. MANUFACTURERS' FAN FLOW RATINGS SHALL BE DETERMINED AS PER 1-M 916 (APRIL 1995) OR AMCA 210. EXCEPTION: WHERE A RANGE 1-1000 OR DOWN DRAFT EXHAUST FAN IS USED TO SATISFY THE LOCAL EXHAUST REQUIREMENTS FOR KITCHENS, THE RANGE 14000 OR DOWN DRAFT EXHAUST SHALL NOT BE LESS THAN 100 am AT 0.10 INCHES WATER GAUGE. 111501.42 LOCAL EXHAUST CONTROLS LOCAL EXHAUST SYSTEMS SHALL SE CONTROLLED BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. LOCAL EXHAUST SYSTEM CONTROLS SHALL BE READILY ACCESSIBLE. T 1.3.3(1) CCNTIMIC4.16 IIMOLE 14CX.i5E MEC14A4Nt DWELLING UNIT FLOOR AREA(S.F.) NUMBER OF BEDROOMS 0-1 2-3 4-5 6-'1 >1 AIRFLOW 114 CFM <1500 30 45 60 15 90 1,501-3,000 45 60 15 90 105 3,001-4,500 60 15 90 105 120 • 4,501-6,000 15 90 105 120 135 6000-1,500 90 105 120 135 150 >1,500 105 120 135 150 165 Mt .3.3(2) MEWITIENT MOLE 140.16E M C14ANI VENTILATICN RATE PACT • -<:= RUN-TIME % IN EACH 4 -HOUR SEGMENT 25% 33% 50% 66% 15% 100% FACTOR 4 3 2 15 1.3 1.0 T 4 MR4 Mail LOCAL EXI4AUST RATES asIE- AND TIDO-FAMILY DUELLIMS AREA TO BE EXHAUSTED EXHAUST RATES KITCHENS 100 cfm INTERMITTENT OR 25 cfm CONTINUOUS BATHROOMS -TOILET RMS LAUNDRY ROOMS INDOOR SWIMMING POOLS 4 SPAS MECHANICAL EXHAUST CAPACITY OF 50 cfin INTERMITTENT OR 20 cfmCONTINUOUS Zoe c - Y CODE CCVIPLIANCE 2015 WSEC: 35 ENERGY CREDITS REQUIRED PER TABLE 4062 ENERGY CREDIT OPTIONS: (Ia, 3a, 5a, Sc • 3.5 CREDITS) la - EFFICIENT BUILDING ENVELOPE (0.5 CREDIT) PRESCRIPTIVE COMPLIANCE IS BASE ON TABLE R402.1.1 WITH THE FOLLOWING MODIFICATIONS: - VERTICAL FENESTRATION U=028 - FLOOR R-36 - SLAB ON GRADE R-10 PERIMETER ,AND UNDER ENTIRE SLAB - BELOW GRADE SLAB R-10 PERIMETER AND UNDER ENTIRE SLAB OR - COMPLIANCE BASED ON SECTION R402.I.4: REDUCE THE TOTAL UA BY 5%. 3a - HIGH EFFICIENCY HVAC EQUIPMENT (1.0 CREDIT) - GAS, PROPANE OR OIL -FIRED FURNACE WITH M1N1MUM AFUE OF 54%, OR - GAS, PROPANE OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OF'TION BEING SELECTED AND 01-1ALL SPECIFY THE HEATING EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY. 5a - EFFICIENT WATER HEATING (05 CREDIT) - ALL SHOWERHEAD AND KITCHEN SINK FAUCETS INSTALLED IN THE HOUSE 014ALL BE RATED AT 1.15 GPM OR LESS. - ALL OTHER LAVATORY FAUCETS SHALL BE RATED AT 1.0 GPM OR LESS. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM FLOW RATES FOR ALL SHOWERHEADS, KITCHEN SINK FAUCETS, AND OTHER LAVATORY FAUCETS. 5c - EFFICIENT WATER HEATING (15 CREDITS) WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: - GAS, PROPANE OR OIL WATER HEATER WITH MINIMUM EF OF 091 OR - SOLAR WATER HEATING SUPPLEMENTING A MINIMUM STANDARD WATER 14EATER SOLAR WATER 14EATING WILL PROVIDE A RATED MINIMUM SAVINGS OF 85 THERMS OR 2000 kWh BASED ON THE SOLAR RATING AND CERTIFICATION CORPORATION (SRCC) ANNUAL PERFORMANCE OF OG -300 CERTIFIED SOLAR WATER HEATING SYSTEMS OR - ELECTRIC HEAT PUMP WATER HEATER WITH MINIMUM EF OF 2.0 ANO MEETING THE STANDARDS OF NEEA'S NORTHERN CLIMATE SPECIFICATIONS FOR HEAT PUMP WATER HEATERS TO QUALIFY TO CLAIM TH18 CREDIT, THE BUILDING PERMIT DRAWINGS 014ALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE WATER HEATER EQUIPMENT TYPE AND THE MINIMUM EQUIPMENT EFFICIENCY AND, FOR SOLAR WATER SYSTEMS, THE CALCULATION CF THE MINIMUM ENEMY SAVI REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2017 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, . or structural engineer. Plan No: Date: N-2 MATHER RESISTANT BARRIER OVER SHEATHING OR SUBSTRATE FINISH SIDING 65M TRIM PLASHING WITH 5" MIN. VERTICAL LE6 HORIZONTAL WOOL; TRIM Off' I Z. TRIM 4 T SH EAtf1 NCS/UJ000 mos N.T.S. 5 12 12 2x6 EXTERIOR WALL 1/16' PLY OR OSS SHEATHINGS, TVP. SIDING PER ELEVATIONS OVER VAPOR BARRIER PRE -FINISHED CONTINUOUS SHEETMETAL FLASHINGS, TVP. COMP. ROOFING OVER VAPOR BARRIER ATOP 1/16' PLY OR OS8 SHEATHINGS, TVP. TRUSS OR RAFTER PER PLAN ROOF TO WALE PL.ASI—FINCHI1- 12 N.T.S. SIDING PER ELEVATION FLASHING 2X3 BEVELED TRIM FLASHING ADHERED CULTURED STONE STONE veNeeR SOUTH ELEVATION DECO BRACE COMP ROOF TYP PER SIDE ir IF SITE REQUIRES VI 41 p lu J = IL 1 EtpT c„a, ROOF DRIP EDGES PER SEC. 89052.85 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP OtAi 111M164.64111 BOA ARD 4 BATT SIDING CEDAR SW41GE SIDING 5/4xS BARGE W/ 1X3 RAKE TRIM 5/4x6 BAND IN/ 2X3 CAP 5/4x6 WINDOW , DOOR 4 CORNER TRIM ®FRONT 5/4x8 TRIM 5/4x4 CORNER BD'S 0 0 D PI I Ca MEd; Apr A FAT wed CONT. 6U7TER 6" EXP. HORIZ. SIDING STONE VENEER (ADHERED) COPYRIGHT 2010 Landmark Design Ino. ALL RIG to REeERvEP WEST ELEVATION iia.,, b. N.T.e MASONRY VENEER - GENERAL NOTES PER SEC. R103.8 ANCHORED STONE AND MASONRY VENEER SHALL BE INSTALLED IN ACCORDANCE WITH THIS CHAPTER, TABLE R1033(1) AND FIGURE 8103.6 • MAXIMUM THICKNESS 4 INCHES 4 20 FEET NIGH SDC D0 4 DI MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING SDC 02 MAXIMUM 3 INCHES THICK 4 MUST HAVE WALL BRACING MASONRY VENEER SHALL NOT SUPPORT ANY VERTICAL LOAD OTHER THAN THE DEAD LOAD OF THE VENEER ABOVE. MINIMUM 3/4 GAP BETWEEN TOP OF VENEER 4 STRUCTURAL FRAME INCLUDING ROOF RAFTERS. METAL TIES MAXIMUM 24 INCHES HORIZONTAL 4 VERTICAL SPACING. TIES IN SDC D0, D1, 4 02 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL. AREA (1400K INTO VENEER REINFORCEMENT WIRE). - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16' DIA. WEEPHOLES REQUIRED ABOVE FLASHING AT A MAXIMUM OF 33 INCHES ON CENTER. - AIR SPACE MINIMUM 1 IN. - MAXIMUM 4-1/2 INCHES BETWEEN SHEATHING 4 VENEER OR MORTAR OR GROUT FILL OVER WEATHER -RESISTANCE MEMBRANE. WATER RESISTANT BARRIER REQUIRED BEHIND THE EXTERIOR VENEER PER R103.1. \‘‘. At\A‘ \ ►\\\\\\\\\moi 12 EAST ELEVATION 12 i`r►iir D FOR 17.1tviCE ROVED . . vi: I 1 3 2011 &RADE TO SLOPE MAY FROM FOUNDATION A MIN. OF 6" WITHIN THE FIRST 10' NOSTH LVATION RECEIVED CITY OF TUKWILA MAR 01 2017 City of Tukwila BUil WING DIVISION HOUSE NUMBS TO BE VISIBLE 4 LEGIBLE WITH CONTRASTING BACKGROUND FROM THE STREET FRONTING THE HOUSE. ADDRESS NUMBER SHALL BE MIN. 4' HIGH 4 A MIN. STROKE WIDTH OF 1/2' PER SEC. 83131 z rdn •.. a 4e4 8 ao � ae Z 444 1-11 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer, Plan No: L2 -2802-3R Date: 2-2-11 1 30'-0' 16'-114' 13'-0' 8/0x4 5/0x4/0 XO SSG. EGRESS MASTER BEp',OOM VAULTED CEILING 10'-6i' 2'-8' G Iry/iftWaCe//////Id/O///IOl6O////O//.G//Z.ZGOZ////.%DY/////////////.O/////O/// GENERAL NOTES: 0 .2101 CCI BEDROOM 2 1. ALL WORK TO BE IN CONFORMANCE WITH 2015 IRC. 2. VENT ALL EXHAUST FANS, DRYER VENTS AND RANGES TO OUTSIDES. 3. VENT WATER HEATER PRESSURE RELIEF VALVES TO OUTSIDE. 4. PROVIDE FIRE BLOCKING AT ALL PLUMBING AND MECHANICAL PENETRATIONS. 5. ALL SHOWER WALLS TO BE WATERPROOF TO MINIMUM 12' ABOVE DRAIN. 6. SHOWERHEADS 4 KITCHEN FAUCET TO BE LIMITED TO MAXIMUM 1.15 G.P.M. FLOW. ALL OTHER LAVATORY FAUCETS TO BE LIMITED TO MAXIMUM 1.0 G.PM FLOW. 1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE SAFETY GLASS. 8. ALL GLAZING WITHIN 2.4' OF DOOR OR WITHIN 18' OF FLOOR TO BE SAFETY GLASS 9. SMOKE ALARMS - TO BE INSTALLED PER SEC R3I43 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. ON EACH ADDITIONAL STORY OF THE DUELLING, INCLUDING BASEMENTS AND HABITABLE ATTICS, AND ALARMS TO BE INSTALLED NOT LESS THAN 3 FT. HORIZONTALLY FROM A BATHROOM THAT CONTAINS A BATHTUB OR SHOWER ALARMS TO BE INTERCONNECTED IN SUCH A MANNER THAT ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. ,4P 081N�z: °SMOKE ALARM -CARBON MONOXIDE COMBO. 10. PROVIDE CARBON MONOXIDE ALARMS PER SEC. R3I5 AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE OF EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2015 IRC 4 WA. SLATE AMENDMENTS SEC R315. INSULATE ALL WATER PIPES TO MINIMUM R-3 PER WSEC R403.5.3. 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R403.3.1. DUCTS WITHIN A CONCRETE SLAB OR IN THE GROUND SHALL BE INSULATED TO R-10 WITH INSULATION DESIGNED TO BE USED BELOW GRADE. 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKUJAYS. ALL EXHAUST DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. PER 8303.52. 14. GAS PIPING 13 TO BE PROTECTED PER G2415.1. WHERE PIPING IS INSTALLED THROUGH 140LES OR NOTCHES IN FRAMING MEMBERS AND THE PIPING IS LOCATED LESS THAN I-1/2 INCHES FROM THE FRAMING MEMBER FACE TO WHICH WALL, CEILING OR FLOOR MEMBRANES WILL BE ATTACHED, PIPE SHALL BE PROTECTED BY SHIELD E THAT COVER THE WIDTH OF THE PIP THE FRAMING MEMBER AND THAT EXTEND N, LE88 THAN 4 INCHES TO EACH SIDE OF THE ING T THE \THE END NOT LESS THAN 4 INCHIE3- FRAMING MEMBER ANDNOT THE TOP FRAMING 4CE U1E \•�S VAT61-IE8 OR DOORS TRIPPED AND INSULATED TO ENT TO THE INSULATION ON THE SURFACES 16\\i p E HOUSE VENTILATION 24 HR TIMER, READILY ESSIBLE 4 WITH LABEL AFFIXED TO CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) 11. DRYER DUCT SPECIFIED LENGTH PER SEC MI502:4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE 35 FEET(10.668mm) FROM THE CONNECTION TO THE TRANSITION DUCT FROM THE DRYER TO THE OUTLET TERMINAL. WHERE FITTINGS ARE USED, THE MAXIMUM LENGTH OF THE EXHAUST DUCT SHALL BE REDUCED IN ACCORDANCE WITH THE TABLE M1502.4.5.1. THE MAXIMUM LENGTH OF THE EXHAUST DUCT DOES NOT INCLUDE THE TRANSITION DUCT. 18. CAVITIES WITHIN CORNERS AND HEADERS OF FRAME WALLS SHALL BE INSULATED BY COMPLETELY FILLING THE CAVITY WITH A MATERIAL HAVING A THERMAL RESISTANCE OF R-3 PER INCH MINIMUM PER 2015 WSEC TABLE R402.4.1.1. 11. OPEN TO BELOW tO SD. MEMBER WHERE TH PIPING PASSES T BOTTOM SHIELD ER TH I-4AN R. 1'-4' 16 R BATH SCG. FRAMING MEMBER OUGI.4 ISA BOTTOM P P PLATE OR TOP TRAC, ALL COVER THE FRAMN y • • 40'-0' 20'-0' 10'-0' 10'-0' 4'-10' 5'-2' 8/0x6/0 XOX ii/ COVERED METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE 6' 8Q. N. OUTSIDE AIR D.V. PA -10 CLG F OPTIONAL GREAT /' LOCATION � ROOM `9 9' CLG 2'-0' NOOK 9' CLG 10'-1 16'-5 • 4 2X6 WALL ARCH X6 WALL DWI ) 0 1116 ^Ro .9 9' CLG 0 '\ ING BAR SINK KITCHEN 9' CLG M REFRIG. 'I W/ MICRO ABOVE 10V0CP S E.F. 0.0 0 O � H • BEDROOM 4 1100 VAULTED CLG S•D.I EGRESS 5/0x4/0 XO 1 / .04I 2/0x4/ / 4/6 XO 3'-11' UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G2439 1. WI -ERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL SE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR. WHERE A CLOSET IS DESIGNED FOR THE INSTALLATION OF A CLOTHES DRYER, AN OPENING HAVING AN AREA OF NOT LESS THAN 100 SQ. INCHES FOR MAKE UP AIR SHALL BE PROVIDED IN THE CLOSET ENCLOSURE, OR MAKE UP AIR SHALL BE PROVIDED BY OTHER APPR. MEANS. 7771:',E ■ 100 SQ INCH TRANSFER GRILL UPPER FLOOR PLAN I/4"= 11-0" USING EXHAUST FANS: PROVIDE WI -1F 4 FRESH AIR INTAKE PER SHEET N-2. *REFER TO SHEET N-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES UJNOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 FOR REQUIREMENTS. *REFER TO SHEET 14-2 TABLE 150133(1) 4 150133(2) FOR FAN SIZING AND RUN TIMES / FURNACE TO HAVE A DUCT FOR OUTSIDE AIR, MOTORIZED DAMPER WITH TIMER AND CONTROLS ARE TO BE ADDED FOR THE REQUIRED FRESH AIR EXCHANGE. 36 WALL W/ WOOD CAP oPtIOINa �_ OPEN FAWN__ 4'-11' I 3'--1' je 2'-1' L•�- r_ z P NTRY ' CLG STUDY 9' CLG 10'-6i' MIN 18'X24' Ral1L ACCE \t:l PAIR MIN. 36'X36' L,4T`17ING ii/�/i//iU////7-77/U/ 3/4 BAT 9' CLG E �ITRY CLG 0 � WALL MOUNTED M RI GAS HOT WWATERYSTTEMM (ENERGY FACTOR=091) OUTDOOR COMBUSTION AIR SHALL BE PROVIDED PER IRC G2401.6. PROVIDE ONE VERTICAL PERMANENT OPENING THROUGH MECH. CHASE. 146' MN. SOLID CORE lOOD,STEELL LOSING DOOR OR 20 MIN. RATED COVERED PORCH 6x6 P. i. POSt W/ CCQ CAP 4 CBQ BASE GARAGE USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWB NO DUCT OPENINGS IN GARAGE. 8/0 x 8/0 LANDING AT 'EXIT' DOOR NOT TO BE LO JJER THAN 1.5 IN :HES FRO TOP OF THRESHOLD. (83113.1) INTERIOR STAIRWAY ILLUMINATION PER SEC R303.1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMNATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS TWAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH 15 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC 8303.8 IRC EXTERIOR STAIRWAYS 51-IALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF. THE STAIRWAY. COPYRIGHT 2010 Landmark Deakin Ina. ALL RIGHTS RESERVED 3'-1 / 16/0 x 8/0 ON. DOOR 16'-3' R.O. BLUE 18 AWG TRACER WIREQUIL'ED AT NON- METAL SERVICE PIPING PER UPC 6049 //2'-4'/2'- 61-3' 4'-9' MAIN FLOOR PLAN MAIN FLOOR: 1244 SO. FT. UPPER FLOOR: I55& SQ. FT. TOTAL: 2502 50. FT. GARAGE: 511 50. T. FRONT PORCH: 1=11 5 T REAR GOV 17EGK : 55 5 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 1 4 2011 City of TukWila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: J L2 -2802-3R Date: 2-2-11 2 • 7 La 40'-01 20'-0' 10'-0' 10'-0' 1 0 5'-4' 13 2.0 4'- 3 5'-4' 5' 4' 6x6 P.T. POST W/ PS SASE ON 30'x30'x12' CONCRETE FTG. W/ 3-1,4 BARS E.W. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE 4'-3 36'x=6'xr3" RE'E FTG. *4 BARS W,4 Y CON u/ 4 =A 5'-9i' CR,4WI-SP CE 6 MIL VISQUEEN VAPOR BARRIER 114ROUGH CUT CRAWLSPACE LAP SPLICES 12'. (BLACK) 3'-6' 5'-0' 5'- 7 I Mirk 4X10Tmummeo .I' 4. 71" 0 4x4 P.T. POST 1- W/ P8 BASE ON 24'x24'x12' CONCRETE FTG. A 1 tt1 4' CONC. SLAB PREVENT WOOD TO CONC. CONTACT W/ CONT. FLASHING OR APPROVED MEMBRANE STUB 04 SARs INTO CONC. SLAB 18' O.C. 2 MN 18'X24' CRAWL AC. E 4'-3' 5'-0 41X1 T`1P 2'-3' 2 • 4 BARS 18' O.Ci 5'-5 2'-8' Z LSTA 30 RIM TO RIM • 30'0c30'x8" CONC PtG.' w/ 3-+ 'BARS —EA' ' AY \ --, ,---S 1' fl,� co 4116i 1-31**A 0 • m 0' 04 Z 0' 3'-9' 2'-9' P a. 61 1 • VE14. IMPACT BARRIER iA �-- • 4 BARS 18' OL. 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE L 6'-3' 4' CONC. SLAB OVER 4' COMPACT SAND AND GRAVEL BASE SLOPE 3' TO DOORS 48'x48'x8' CONCRETE FTG. w/ 5-+4 BARS EACH WAY 18'-10' 36 `x36'x8' CONCRETE FTG. W/4-+4 EA. WAY 16/0 x 8/0 O.H. DOOR 16'-3' R.O. 4'-9' 91-6' 19'-0' 40'-0' 9'-6 r 36'x36' LAND ING SLOCKOUT FOR SPOOR H L _ _J P 1 6x6 P.T. POST W/ C8Q BASE ON 361x36'x12' CONCRETE FTG. W/4-04 EA. WAY 10'-2' 8/0 x 8/0 O.H. DOOR 8'-3' R.O. OUNDATION PLAN COPYRIGHT 2011 Landmark Design Inc. .ALL RIGI-ITS RESERVED 10'-0' 0) 1 c^I 4' 0 SCHED. 40 STL. BOLLARD 4-3/8'X3' ANCHOR BOLTS (SIMPSON TITAN HD OR EQ) 4' CONCRETE SLAB SIDE VIEW VEHICLE IMPACT BARRIER DETAIL 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. FOUNDATION NOTES: 1. ALL FOOTINGS t0 BEAR ON FIRM UNDISTURBED SOIL. 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 3. ALL BEAMS TO BE 4x10 DFL 42 ON 4x4 POSTS (4x6 AT SPLICES) ON 24' DIA. x 8' CONC. PADS UNLESS NOTED OTHERWISE. 4. ALL POSTS TO SE ANCHORED AGAINST LATERAL MOVEMENT. 5. SOLID BLOCK AT ALL POINT LOADS FROM ABOVE. 6. FLOOR JOISTS SHOULD SE SUPPORTED LATERALLY AT EACH END AND AT EACH SUPPORT, BY SOLID BLOCKING OR SY ANOTHER APPROVED METHOD. 1. PROVIDE MINIMUM 18'-24' CRAWL ACCESS. *CRAWL ACCESS HATCHESOR DOORS SHALL 8E WEATI-IERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES. 8. PROVIDE CRAWL SPACE VENTILATION PER IRC SECTION R408. *FOUNDATION VENTS SHALL 8E PLACED SO THAT THE TOP OF THE VENT IS BELOW THE LOWER SURFACE OF THE FLOOR INSULATION. 9. INTERIOR GRADE OP CRAWL SPACE SHALL BE SLOPED TO DRAIN AND INSURE THE REMOVAL OF WATER 10.PREVENT WOOD TO CONC. CONTACT W/CONT. FLASHING OR APPROVE MEMBRANE. 11. ® INDICATES 'SIMPSON' HOLDDOWN. 12. CSEE SHEARWALL SCHEDULE FOR ANCHOR BOLT SIRE 4 SPACING (SIT 51.0). \I' \D` 5'-6' f 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 1/2" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. USE 3'x3'x1/4' GALVANIZED STEEL SQUARE PLATE WASHERS FOR ALL ANCHOR BOLTS VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE AREA REQ'D 1244/150 = 829 SQ. FT. PROVIDE SCREENED VENTS FOR VENTILATION REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2017 City of Tukwila BUILDM.4G DIVIiS$O RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER 13 VENTS REQ'D 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-3R Date: 2-2-11 3 F APPLIANCES IN ATTIC NOTES: PER 2015 IRC M1305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR AND UNOBSTRUCTED PASSAGEWAY LARGE ENOUGH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30 INCHES HIGH AND 22 INCHES WIDE AND NOT MORE THAN 20 FT LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY PROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING IN ACCORDANCE WITH CHAPTER 5 NOT LESS THAN 24 INCHES WIDE. A LEVEL SERVICE SPACE NOT LESS THAN 30 INCHES DEEP AND 30 INCHES WIDE SHALL BE PRESENT ALONG ALL SIPES 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: 1. THE PASSAGEWAY AND LEVEL SERVICE SPACE ARE NOT REQUIRED WHERE THE APPLIANCE CAN BE SERVICED AND REMOVED THROUGH THE REQUIRED OPENING. 2. WHERE THE PASSAGEWAY IS UNOBSTRUCTED AND NOT LESS THAN 6 Ft HIGH AND 22 INCHES WIDE POR ITS ENTIRE LENGTH, THE PASSAGEWAY SHALL BE NOT MORE THAN 50 FT LONG. 2. ELECTRICAL REQUIREMENTS M1305.13.1. A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENING AND A RECEPTACLE OUTLET SHALL BE INSTALLED AT OR NEAR THE APPLIANCE LOCATION IN ACCORDANCE WITH CHAPTER 39. EXPOSED LAMPS SHALL BE PROTECTED FROM DAMAGE BY LOCATION OR LAMP GUARDS. 3. PROVIDE 2x12 PLATFORM W/ 2 -LAYERS 34' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS TWAT MEETS THE REQUIRED CLEARANCES. USE R-49 INSULATION UNDER PLATFORM. (1 -LAYER OF R-35 HIGH DENSITY (10-1/4') 4 1 -LAYER R-11 (3-1/2'). 4. NO AIR CONDITIONING TO BE INSTALLED IN ATTIC. 5. PROVIDE GALVANIZED MT. DRAIN PAN WITH WET SWITCH. PROVIDE CONDENSATION LINE FROM FURNACE TO EXTERIOR FO INAGE. 'ROOF VENTILATION CALCULATIONS 4 R QUI - MENTS AT LEAST 40%4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OP VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. VENTILATION REQUIRED PER SEC. 8806.1 - ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL NAVE CROSS VENTILATION FOR EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATION OPENINGS SHALL HAVE A LEAST DIMENSIONS OF 1/16' INCH MINIMUM AND 1/4' INCH MAXIMUM. VENTILATION OPENINGS HAYING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PROVIDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH OR SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF 1/16' MINIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CONFORM TO THE REQUIREMENTS OP SECTION R502. i. REQUIRED VENTILATION OPENINGS SHALL OPEN DIRECTLY t0 THE OUTSIDE AIR. MINIMUM VENT AREA PER SEC. 88062 - THE MINIMUM NET FREE VENTILATION AREA SHALL BE 1/I50 OF THE AREA OF THE VENTED SPACE. VENT AND INSULATION CLEARANCE PER SEC. 88063 - WHERE EAVE OR CORNICE VENTS ARE INSTALLED, INSULATION SHALL NOT BLOCK THE FREE FLOW OP AIR NOT LESS THAN A I -INCH SPACE SHALL SE PROVIDED BETWEEN THE INSULATION AND THE ROOF SHEATHING AND At THE LOCATION OF THE VENT. SEE SWEET N2 FOR FZOOF VENTILATION CALCULATIONS AND LOCATIONS CONT. DBL. TOP PLATE R -I0 RIGID INSULATION ® EXTERIOR SIDE or WALL (SHADED AREA) 4X HEADER LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/62.0 1.47620 - BEAM TO TOP PLATE 3) 2x6 6X6 PT POST W/ ECCQ CAP PSS 1'zx9.14LVL 4 x 10 /77 51/2 x 12 GL13 B4% EFF PURN. MAX 13TU/14R 41,949 KIN& STUD exreptiOR PLYWOOD TRIMMER j LSTA24 - BEAM TO TOP PLATE HEADER/INSULATION DETAIL NTS MECHANICAL PLATFORM BUILT INTO MFG. TRUSSES SEE TRUSS SPECS FOR DETAI 111b1. 2 1Ct80 ACC5 P5R IR C801.1 PROVIDE 22'X36' � , 1 NCE ARI DBL. JOIST /. N76 20 BEAM To TOP PLATE VAULTED DO GI TOP T 4/82.0 ROOF FRAMING NOTES: 1. ALL HEADERS t0 SE 4x8 DP *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS 70 BE INSULATED W/R-10 RIGID INSULATION. 2. ALL OTHER TRUSSES: 6X6 PT POST W/ + SHALL CARRY MANUFACTURERS STAMP. EPCZ CA • SHALL HAVE DESIGN DETAILS AND 4 PS BASE SPECIFICATIONS ON SITE FOR FRAME INSPECTION. + SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 12' O.H. 1 1 1 6x6 - T. W/ ECCQ 4LGEE OST OEVIEWED FOR DE COMPLIANCE APPROVED MAR 14 2017 3) 2x6 GIRDER TRUSS x 51/4x111/LVL O) 3. NO TRUSS 514ALL BE FIELD -MODIFIED WITHOUT PRIOR CONSENT OP THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS ATA MINIMUM OF 22'x30' PER IRC SEC. 8801.1. *ACCESS HATCHES OR DOORS SHALL BE WEATHERSTRIPPED AND INSULATED t0 A LEVEL EQUIVALENT t0 THE INSULATION ON THE SURROUNDING SURFACES. 5. PROVIDE ATTIC VENTILATION PER IRC SEC. 8806. ALL FRAMING TO COMPLY WITH IRC SEC 8802. 4 REFER TO SHEAR WALL SCHEDULE. MANP. TRUSSES City of Tukwila BUILDING DWI FRAMING NOTES: rn MANF. TRUSSES 24' 0.C. LSTA30 - HDR 4 SILL TO 3x BLOCKING. 8/52.0 ROOF OVERFRAME NOTES: IRC SEC RS023 1. RAFTERS 8I-IALL BE FRAMED TO 2x RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER At ALL VALLEYS AND HIPS 71-1ERE SHALL BE A 2x VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OP 714E RAFTER (FULL COVERAGE AT RIDGE, NIPS AND VALLEYS). ROOF FRAMING PLAN 1. ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH GLUED AND NAILED W/8d NAILS e 24' • O.C. NAILED TOP 4 BOTTOM STAGGERED . EACH SIDE. 2. ALL HEADERS t0 BE 4x6 DP *2, UNLESS NOTED OTHERWISE. HEADERS AT EXTERIOR WALLS 4 WARM WALLS TO 5E INSULATED W/R-10 RIGID INSULATION. 3. SOLID BLOCK BENEATH ALL POINT LOADS PROM ABOVE. CANTILEVER 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY AT EACH AND AT EACH SUPPORT BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. 5. • MSTC 40 STRAPS PER STRUCTURAL, UNLESS NOTED OTU-IERWISE REFER t0 SHEAR WALL SCHEDULE. SON FLOOR SAMIN LAN I/4"= I'_O" NOTE - FASTENERS POR TREATED WOOD TO BE 1 -107 -DIPPED GALVANIZED, STAINLESS STEEL, SILICONE, BRONZE OR COPPER. STUD NOTCHING AND BORING - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 LESS OR EQUAL SUCCESSIVE STUDS. - NON -SEARING MAXIMUM NOTCH • 40%, BORING 60%. - HOLES NO CLOSER 714AN 5/5 INCH t0 FACE OF STUD. RECEIVED CITY OF TUKWILA MAR 012017 PERMIT CENTER 1. Contractor or builder must verify all `dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer, Plan No: L2 -2802-3R I_ Date: I 2-2-I1 4 AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) �- soup 1=1TTINC TRUSS BLOCKING 2x8 FASCIA BOARD 7/16" LP FLAMEBLOCK FIRE - RATED OSB SHEAT1-4 NC WATER BARRIER 2x6 STUDS 16" O.C. W/ R-21 FIBERGLASS INS. EXTERIOR FACING 16" • 5/8' TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS W/ MIN. 1 7/8" DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8' O.C. WALLBOARD JOINTS MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER 1-1EADS COVERED W/ JOINT COMPOUND. 512' THICK, NOMINAL 2.5 PCF DENSITY UNFACED MINERAL FIBER BATT INSULATION, FRICTION FIT BETWEEN WOOD STUDS INTERIOR Min z-�..r.✓a:�� t.� r✓.�.r r r.• �rrr•-rz✓.i a..xr iziia.�..xrzzrr..r..trxr�zrz.,r..� �axrr z.� 2x6 STUDS 16' O.C. EXTERIOR 5/8" TYPE "X" GWB APPLIED VERTICALLY AND NAILED TO STUDS UJ/ MIN. 1 7/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED O.C. WALLBOARD JOINTS . MUST BE COVERED W/ TAPE AND JOINT COMPOUND, AND FASTENER HEADS COVERED W/ JOINT COMPOUND. DESIGN: INTERTEK LPB/WA 60-01 MIN. 1/16' CATAGORY LP FLAMEi-3LOCK UJ/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. FIBER CEMENT BOARD 2. T-1-11 SIDING 3. WOOD STRAND OR FIBER PANEL 4. CEMENT IT I OUS STUCCO 5. DIAMOND WALL f NSULAT ING STUCCO 6. STEEL SIDING NO SCALE - MIN. 6X6 PT POST 7/I6' LP FLAME/BLOCK FIRE - RATED 058 SHEATHING OR 's' TYPE 'X' CWP SHT'G SIDING OR TRIM PER PLAN NO SCALE POST DEL��SFO RN STRUCTURES FROM PROPERLY LINE AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN NO SCALE EAVES 4 WALL WITI-LIN 5'-0' OF PROPERTY LINE 1:DPIR i1Rr_ 'Ar7)9 4 TLPI 1= 1:209.1 EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 STAIR NOTES: PER IRC R3IL1 • mplN- A Tel IP pH= i 3 rielePrm AT I:^1L TAIL Awl BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RUN t0 BE 10'. • MINIMUM HEAD HEIGHT t0 BE • MINIIMUM STAIR UIDTH TO Be 36'. • PROVIDE CONVMUOU8 HAND RAIL 34' t0 38' OFF TREAD NOSING AND MUST ExrEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIMLP1 36' HIGH LW CLEAR SPACE • HANDGRIP PORTION OP HANDRAIL SHALL BE NOT LESS I 1/4' NOR MORE TI•bAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRC R311.132J ▪ Am Io Al APAI w 11x1.. VIP911W PROVIDE MIN 1 1/2' REIN • A POMC 12' FROM WHERE TREAD 1S NARROWEST PER IRC R31L1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE I' PT RISERS P.T. 2X12 TREADS To STRINGERS 4' 8494ERE SHALL NOT PASS THROUGH HANDRAIL TO BE PRESENT ON CN At LEAST ONE SIDE OF STAIR HANDGRIP PORIYCN CP HANDRAILS AIJA! 1 14AAte I'11ea11 AC /`ICMA ACF PI J OF I ' MIN. 4 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OP IV. .C./ ALL REGWIRLD GUARDRAILS TO BE 36' MN. IN HEIGHT OPENINGS FOR IREduIRLD GUARDS CN THE SIDES OP STAIR TREADS SHALL NOT ALLOW A SFI EFE 4 NCIEb 1162i& t0 PASS THROWN 6' SPHERE UNABLE TO PASS T1 tlROUGH OPENNG BELOW STAIR INSTALL L5' G1143 w CEILING, ANP ULAU.S 36'X36' MIN. 2X4 THRUST CLOCK INTERIOR DECK S PER PLAN DBL. JOT MMTTLD. HANGERS AT EA. STRINGER 3 2XI2 P.T. STRINGERS EXT RIOR I HOUR !SSTH/! TAI FIRE BLOCKNO • MID -SPAN AND IN STUD WALLS ALCM AND M LI4: WM4 STRINGERS IF AREA UNDER STAIRS 15 UIfNIS#ED I,% VCAY-E AL STAIR DETAIL AND NOTES 2x SCREENED EAVE VENT BLOCKS W/(4) 21ie' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. COMPOSITION ROOF W/ 30" INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. RS052.6.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 ATIPA 1G,' Oe--. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD • 21/ , / , 'Mt, ,,,,,, • 1 • • ,,,,,, • 1 •"•' • 1, 1 • /„/ / / /,,,.. G��/ / „� ,,kt, •' • \\C\�\\\�\--li:A l' Z\ I.IB &; , • /, / /,,,, / ,,, ,,,, t , /"/„• /, • ,, ,' 1,,,,' ,,, / t t • • •iwl�_ 0,e11- �� 1111101*1•1B1.1B10181.101.1.11.1.1111,18111161.1119191.1111181.10110.101.1.111.111111.1B1E10111181.1910191B1B191B1•MB as 1�1B1�1B1 1 wa41e1B1e1�sv ` okokeiammre.si1B1e1�l81�lemo1B11r1�1*1E1e1emmiB1B1B1e1111.1�1B1Bmnaline1�1B1�1B1e1m181�11�1p1o1e1B1B111m1E1�1�181tanuni111�1B1B1�1pmweg1i TI VENTILATI • N AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. R-411 INSULATION 4' CONCRETE SLAB SLOPE TO DRAIN \NV i GRAD 4' BARS 18' O.C. NOOK R-86 INSULATION filtSH P 1°NSI1Y L KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUS-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR i SIZE AND SPACING) 15EnRodM TYP. INT. WALL (2) 2x4 2x4 STUD e 16' O.C. 2x4 BOT. fl'_ STIJ]7`I' BONUS ROOM FLOOR CONSTRICTION: 3/4' T4G PLYWOOD SUS-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) ,/ BBB 1/ EBB. 1111111111111 111111111111 11, MINN 6'6b7M7M1 299 CRAINL5PACE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. 7---/-7.!) I III 11a I .v■_ r"' 'R" I /1111 ( V 1 J.. l.i 1 1'l Ca 17 Carl 1 1 c s IN 3/8"=1'-O" R -S8 INSULATION USE 1/2' GWS ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWS FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11.4 302.12 1 IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 101-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS ,4T THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 1 z trA Dp4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA TIGHTLINE FOUNDATION DR,4IN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC GRADE MAR 01 2017 PERMIT CENTER STUD NOTCHING AND BORING - BEARINGS OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 1 =a.v OR E.nwAL CJ w4vvl%i,/= an inc. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed.' 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R L Date: 2-2-11 5 syr ,,. . • / j / j, \\ \ - MIN. 6X6 PT POST 7/I6' LP FLAME/BLOCK FIRE - RATED 058 SHEATHING OR 's' TYPE 'X' CWP SHT'G SIDING OR TRIM PER PLAN NO SCALE POST DEL��SFO RN STRUCTURES FROM PROPERLY LINE AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS BLOCKING FASCIA BOARD 2x STUDS PER PLAN 1/16" SHEATHING SIDING PER PLAN NO SCALE EAVES 4 WALL WITI-LIN 5'-0' OF PROPERTY LINE 1:DPIR i1Rr_ 'Ar7)9 4 TLPI 1= 1:209.1 EAVES WITHIN 5'-0" OF PROPERTY LINE PER IRC 302 4 TABLE R302.1 STAIR NOTES: PER IRC R3IL1 • mplN- A Tel IP pH= i 3 rielePrm AT I:^1L TAIL Awl BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE 1 HOUR CONSTRUCTION. • MAXIMUM RISE TO BE 1-3/4'. • MINIMUM RUN t0 BE 10'. • MINIMUM HEAD HEIGHT t0 BE • MINIIMUM STAIR UIDTH TO Be 36'. • PROVIDE CONVMUOU8 HAND RAIL 34' t0 38' OFF TREAD NOSING AND MUST ExrEND BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIIMLP1 36' HIGH LW CLEAR SPACE • HANDGRIP PORTION OP HANDRAIL SHALL BE NOT LESS I 1/4' NOR MORE TI•bAN 2' IN CROSS SECTIONAL DIM. • WINDING TREADS PER IRC R311.132J ▪ Am Io Al APAI w 11x1.. VIP911W PROVIDE MIN 1 1/2' REIN • A POMC 12' FROM WHERE TREAD 1S NARROWEST PER IRC R31L1.10.1 CONT. HANDRAIL 34'-38' ABOVE TREAD NOSING. PICKETS PER IRC ON OPEN SIDE I' PT RISERS P.T. 2X12 TREADS To STRINGERS 4' 8494ERE SHALL NOT PASS THROUGH HANDRAIL TO BE PRESENT ON CN At LEAST ONE SIDE OF STAIR HANDGRIP PORIYCN CP HANDRAILS AIJA! 1 14AAte I'11ea11 AC /`ICMA ACF PI J OF I ' MIN. 4 2' MAX. EDGES SHALL HAVE A MIN. RADIUS OP IV. .C./ ALL REGWIRLD GUARDRAILS TO BE 36' MN. IN HEIGHT OPENINGS FOR IREduIRLD GUARDS CN THE SIDES OP STAIR TREADS SHALL NOT ALLOW A SFI EFE 4 NCIEb 1162i& t0 PASS THROWN 6' SPHERE UNABLE TO PASS T1 tlROUGH OPENNG BELOW STAIR INSTALL L5' G1143 w CEILING, ANP ULAU.S 36'X36' MIN. 2X4 THRUST CLOCK INTERIOR DECK S PER PLAN DBL. JOT MMTTLD. HANGERS AT EA. STRINGER 3 2XI2 P.T. STRINGERS EXT RIOR I HOUR !SSTH/! TAI FIRE BLOCKNO • MID -SPAN AND IN STUD WALLS ALCM AND M LI4: WM4 STRINGERS IF AREA UNDER STAIRS 15 UIfNIS#ED I,% VCAY-E AL STAIR DETAIL AND NOTES 2x SCREENED EAVE VENT BLOCKS W/(4) 21ie' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. COMPOSITION ROOF W/ 30" INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. RS052.6.5 PROVIDE DRIP EDGE AT EAVES 4 GABLES W/ A MIN. 2' OVERLAP. TYPICAL EXTERIOR WALL: (2)2x6 TOP PLATES 2x6 ATIPA 1G,' Oe--. 2x6 BOTTOM PLATE 1/2' SHT'G (APA RATED 24/0) AIR BARRIER EXTERIOR SIDING PER ELEV. R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) 1/2' GYP. BD • 21/ , / , 'Mt, ,,,,,, • 1 • • ,,,,,, • 1 •"•' • 1, 1 • /„/ / / /,,,.. G��/ / „� ,,kt, •' • \\C\�\\\�\--li:A l' Z\ I.IB &; , • /, / /,,,, / ,,, ,,,, t , /"/„• /, • ,, ,' 1,,,,' ,,, / t t • • •iwl�_ 0,e11- �� 1111101*1•1B1.1B10181.101.1.11.1.1111,18111161.1119191.1111181.10110.101.1.111.111111.1B1E10111181.1910191B1B191B1•MB as 1�1B1�1B1 1 wa41e1B1e1�sv ` okokeiammre.si1B1e1�l81�lemo1B11r1�1*1E1e1emmiB1B1B1e1111.1�1B1Bmnaline1�1B1�1B1e1m181�11�1p1o1e1B1B111m1E1�1�181tanuni111�1B1B1�1pmweg1i TI VENTILATI • N AT LEAST 40% 4 NOT MORE THAN 50% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. R-411 INSULATION 4' CONCRETE SLAB SLOPE TO DRAIN \NV i GRAD 4' BARS 18' O.C. NOOK R-86 INSULATION filtSH P 1°NSI1Y L KITCHEN FLOOR CONSTRUCTION: 3/4' T4G PLYWOOD SUS-FLR GLUED 4 NAILED TO (SEE FRAMING PLAN FOR i SIZE AND SPACING) 15EnRodM TYP. INT. WALL (2) 2x4 2x4 STUD e 16' O.C. 2x4 BOT. fl'_ STIJ]7`I' BONUS ROOM FLOOR CONSTRICTION: 3/4' T4G PLYWOOD SUS-FLR. GLUED 4 NAILED TO (SEE FRAMING PLAN FOR SIZE AND SPACING) ,/ BBB 1/ EBB. 1111111111111 111111111111 11, MINN 6'6b7M7M1 299 CRAINL5PACE COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED 6 MIL VISQUEEN VAPOR BARRIER THROUGHOUT CRAWLSPACE. LAP SPLICES 12' MIN. 7---/-7.!) I III 11a I .v■_ r"' 'R" I /1111 ( V 1 J.. l.i 1 1'l Ca 17 Carl 1 1 c s IN 3/8"=1'-O" R -S8 INSULATION USE 1/2' GWS ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILINGS. WRAP ALL EXPOSED POSTS AND BEAMS IN 1/2' GWS FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302.11.4 302.12 1 IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS, AS FOLLOWS: A. VERTICALLY AT THE CEILING 4 FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 101-0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. 3. IN CONCEALED SPACES AT STAIR STRINGERS ,4T THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302.1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 1 z trA Dp4 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 14 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA TIGHTLINE FOUNDATION DR,4IN: 4' DIA. PERF. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC GRADE MAR 01 2017 PERMIT CENTER STUD NOTCHING AND BORING - BEARINGS OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORING IF DOUBLED 4 1 =a.v OR E.nwAL CJ w4vvl%i,/= an inc. - NON-BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed.' 3. Purchaser should have plans reviewed by a lic- ensed builder and struct- ural engineer for compli- ance to specific site con- ditions. 4. These plans should not be altered by other than a qualified designer, archi- tect, or structural engineer. Plan No: L2 -2802-3R L Date: 2-2-11 5 t1i- — \ II II I I1 / g T 1101, S.D. -6-0 (to nil fi IH UPPER FLOOR ELEGTRI GAL T T 0 0 U oC) co 110V S.D. -' / JNTERIOR STAIRWAY ILLUMINATION PER SEC R303:1 IRC INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE TO ILLUMINATE THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. THE LIGHT SOURCE SHALL BE CAPABLE OF ILLUMINATING TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT-CANDLE MEASURED AT THE CENTER OF TREADS AND LANDINGS. THERE SHALL BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHT SOURCE WHERE THE STAIRWAY HAS SIX OR MORE RISERS. EXCEPTION: A SWITCH I8 NOT REQUIRED WHERE REMOTE, CENTRAL OR AUTOMATIC CONTROL OF LIGHTING IS PROVIDED. EXTERIOR STAIRWAY ILLUMINATION PER SEC R303.8 IRC EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE TOP LANDING OF THE STAIRWAY. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POWER FROM THE BUILDING WIRING. EXTERIOR STAIRJJAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTDOOR GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED AT THE BOTTOM LANDING OF THE STAIRWAY. WP t-� CLG OUTLET / 8 CLG ❑ OUTLET ./Y MAIN FLOOR ELTSIAL RECEIVED CITY OF TUKWILA MAR 01 2017 REVIEWED FOR CODE COMPLIANCI= APPROVED MAR 14 2017 City of Tukwila RI III DING DIVISION ELECTRICAL KEY OVERHEAD CAN OUTLET DUPLEX OUTLET 220V OUTLET COMBO. EXT. FAN (Vt06) t LIGHT COMBO SMOKE ALARM - CARBON MONO. DET. 110 v UJ/ BATTERY BACKUP CABLE T.V. JACK PHONE UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBS EXT. FAN vTOS 1. Contractor or builder must verify all dimensions before proceeding with construction. 2. This plan was designed to be marketed throughout many municipalities. The purchaser must verify compliance with all local applicable building codes where the home is to be constructed. 3. Purchaser should have plans reviewed by a lic— ensed builder and struct— ural engineer for compli— ance to specific site con— ditions. 4. These plans should not be altered by other than a qualified designer, archi— tect, or structural engineer. Plan No: L2 -2802-3R Date: 2-2-11 6 ENLR4L STUCTU4L NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 PSF (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 RF (RESIDENTIAL) DEAD LOAD 10 PSF WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK CATAGORY II, EXPOSURE B, Kg = 1.0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) SITE CLASS: D SEISMIC DESIGN CATAGORY: D Se L. 1.5 - IBC FIGURE 16133(1) Spe=1.0,IE = 1.0,R=6.5 Cs = 0.154 INSPECTIONS: NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A SOILS ENGINEER MOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED SOIL WITH 1,500 PSF BEARING CAPACITY (ASSUMED). BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM 1'-6" BELOW OUTSIDE FINISHED GRADE. BACKFILL WALLS WITH A WELL DRAINING: MATERIAL FREE OF ORGANIC OBJECTS OR DEBRIS. CONCRETE: THE SELECTION OF MATERIALS FOR AND THE MIXING AND PLACING OF ALL CONCRETE SHALL CONFORM TO THE REQUIREMENTS OF THE INTERNATIONAL BUILDING CODE, 2015 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER USE MINIMUM Pc = 3,000 PSI WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 52 GALLONS OF WATER PER 94 LB SACK OF CEMENT. ALL CONCRETE SHALL CONTAIN 414 AIR ENTRAINING AGENT. THE AMOUNT OF ENTRAINED AIR SHALL 13E 41/2% ±1.5% BY VOLUME. MAXIMUM SIZE OF AGGREGATE IS 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION OR EXPANSION JOINTS UNLESS SHOUN OTHERWISE. CONCRETE PURVEYORS/SUPPLIERS DELIVERY OR BATCH TICKET TO BE 014 J015 SITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 60 (Fy = 60,000 PSI) DEFORMED BARS 114 ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLESS OTHERWISE SHOWN. PROVIDE ELBOW BARS (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS 114 FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE PROTECTION SLAB AND WALL BARS: INTERIOR FACES EXPOSED TO WEATHER OR EARTH FOOTING BARS 11/2" 11/2" (65 AND SMALLER) 2" 06 AND LARGER) 38 TIMBER: ALL LUMBER SHALL BE 45 FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DP2 OR BETTER POSTS DM OR BETTER 2x FRAMING I -1P2 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFOR11 TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AUPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN S" CLEAR BETWEEN EXPOSED EARTH AND NON -TREATED UJOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED UJOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL IN ACCORDANCE WITH SECTION 18C 2304.10.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.10.1 UNA. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST UJOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. MISCELLANEOUS HANGERS TO BE 'SIMPSON' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPER NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED UJOOD MEMBERS: GLUED LAMINATED UJOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD AI90.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER USE STRESS GRADE COMBINATION 24F -V4 (Pb = 2,400 PSI) FOR SIMPLE SPANS AND 24F -VS FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIUS UN.O. GLUE SHALL BE CASEIN WITH MOLD INHIBITOR UNLESS OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS. BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN I,2" DIAMETER AITC STAMP AND CERTIFICATION REQUIRED. PREFABRICATED JOISTS: JOISTS SHALL BE AS NOTED ON THE PLANS AND AS MANUFACTURED BY TRUSS JOIST WEYERHAEUSER OR APPROVED EQUIVALENT. JOISTS TO BE ERECTED IN ACCORDANCE WITH THE PLANS AND THE MANUFACTURER'S DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL 1445 BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'S DIRECTIONS. JOIST HANGERS TO BE SIZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRUSS JOIST WEYERHAEUSER (MICROLAM - Fb : 2,600 PSI, E 1,900,000 PSI) MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN NER-481 OR CCMC REPORT NO. 08615-R BEARING LENGTH SHALL NOT BE LESS THAN 11/2". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER. HEEL CUTS SHALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER REARING UJALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x8 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OR LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT 014 THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d a 12" O.C. STAGGERED. STAGGER SPLICES AT TOP PLATES MINIMUM 48" AND NAIL WITH 16d a 8" 0.C. SHEAR WALLS: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED 014 THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF Sd a 6" 0.C. UNLESS NOTED OTHERWISE. ALL SHEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF 1 -10T -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FRAMING MAY EE (2) 2x MEMBERS FACE -NAILED WITH I6d a 12" 0C. STAGGERED. ALL HEADERS SHALL NAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE 'SIMPSON' LSTA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF SPLITS, CHECKS, AND SHAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS UNA. PROVIDE SOLID BLOCKING AT RIM JOISTS BELOW CONCENTRATED LOADS FROM ABOVE. APPLY 34" RATED SHEATHING (40120) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH Sd COMMON OR GALVANIZED BOX NAILS AT 6" 0C. AT ALL SUPPORTED EDGES AND Sd 001110N OR GALVANIZED BOX NAILS AT 12" 0.C. AT INTERIOR SUPPORTS. APPLY lis" RATED SHEATHING (24/16) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 8d COMMON OR GALVANIZED 80X NAILS AT 6" 0C. AT SUPPORTED EDGES AND 8d COMMON OR GALVANIZED BOX NAILS AT 12" OC. AT INTERIOR SUPPORTS. LAY SHEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRUSSES: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH ANSI/TPI 1-2014. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED 114 THE STATE OF WASHINGTON. THE TRUSS ENGINEER SHALL ASSUME ALL RESPONSIBILITY FOR THE WORK OF ALL SUBORDINATES INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRUSS SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL STAMP, MANUFACTURER'S NAME, DESIGN LOAD, AND MAXIMUM SPACING. ALL MECHANICAL CONNECTORS SHALL BE ICC APPROVED AND LOADS SHALL BE IN ACCORDANCE WITH THE RECOMMENDED ALLOWABLE LOADS. MANUFACTURER SHALL PROVIDE ALL TRUSS -TO -TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRUSSES SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRUSS DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. THE CONTRACTOR 51-1ALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE SPECIFIED WORK THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB SITE INCLUDING BUILDING AND SITE CONDITIONS BEFORE COMMENCING WORK AND BE RESPONSIBLE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED. THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK 514001 ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PERMISSION FROM THE ARCHITECT OR ENGINEER. SN=AR WALL SCHEDULE MARK MINIMUM SHEATHING (1) SHEATHING NAILING (1) ANCHOR BOLTS (3) REMARKS (4, 5) A> B 1,2" CDX OR OSB 1,2" CDX OR OSB 1/2" CDX OR 0 SEE DETAIL 8d e 6" 0.C. 8d a 4" 0.0. 8c1 a 3" OC. 12 / S2.0 FOR CONSTRUCTION 5i8"6 60" 0.0. Sig" a 32" O.C. ''i8" e 16" OC, Qa I I = 230 PLF Qa II = 350 PLF Qa I I :450 PLF USE 3x STUDS AT ABUTTING PANEL EDGES 4 STAGGER NAILS NOTES 1) ALL WALLS DESIGNATED" ‘5.( --.ARE SHEAR WALLS. EXTERIOR WALLS 51-IALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-11 PANELS SHALL BE THROUGH EACH EDGE OF EACH PANEL. NAILING AT INTERMEDIATE FRAMING TO BE AT 12" O.C. NAILING NOT CALLED OUT SHALL BE PER IBC TABLE 23049.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE STAINLESS STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER ASTM A153. 2) HOLDOWNS AND OTHER FRAMING HARDWARE BY SIMPSON STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF SHEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TUJO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LESS THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 1" INTO CONCRETE. WASHERS TO BE 3" x 3" x 14" PER IBC SECTION 2308.32 AND OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH ASTM 4153. 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBC SECTION 2306.3. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d a 12" 0.0. STAGGERED. W 3 x 9t4 LVL 4x-•\‘‘‘,.-osx \txrwsx-vsa-- - 10 i J 7 74x12 L3TA30 - NOR 4 SILL TO 3x BLOCKING: (TYP. 2 PLACES) L5TA24 - BEAM TO TOP FLATS LSTA30 - HDR 4 SIU. TO 3x BLOCKING. MT. 2 PLACES) \C/ 3 x 114 LVL L 1 UPPER FLOOR A : 1,558 SQ FT 1 U 51i 12 GLI3 0 A L6TA24 - BEAM TO TOP PLATE 5�4x114LVL _ MAIN FLOOR A : 1,244 SQ FT x LVL_ A = 511 SQ FT 4x12 AEI 4x12 0 STEM WALL 2'-0" " 4 CONTINUOUS FTC. REINFORCEMENT MAX STEPPED FOOTING DETAIL WALE= 94' • 11-0' MSTC40 HOLDOIIN. ALIGN WITH EMBEDDED STND TYPE HOLDOIU4 BELOW. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMMCN MEMBER OR BLOCKING SHEATHING 4 NAILING PER PLAN. MATCH LUAU_ ABOVEUNA. 6'-0' MAX 16d 116' 0.C. SOLE PLATE NAILING 341 SUBFLOOR (3) 8d JOIST -TO -TOP PLATE UNA. MAINTAIN MN. Ili" END DISTANCE. FINISH GRADE 2x6STUDe16"O.C.USE DBL STUP • ENDS OP SHEAR WALLS 4 HOLDOOAd8 10'-0' MAX 2x NAILER AND PT SIU. w/ 41•10 ANCHOR BOLT 4 3" x 3' x ti{" WASHER AT 5'-0" 0.C. UNA. (ALT. MASA a 48' 0.C.) &THD TYPE HOLDOUN PER PLAN. +14 BAR ®I0" O.C. - NORM 2'-0" +144LBAR a 16' O.C. - VERT MAXIVI FINISH GRADE lo" X14 8AR CONTINUOUS MINA (TTP OF 2) • • . CRIPPLE WALL WITIH BACKFILL FOUNDATION 6CAlEg 34i' ■ 11-0' Cn tt0 0 0 a R q iS 0 • 22939 SE 292nd Place (360) 886-1017 REVIEWED FOR CODE COMPLIANCE APPROVED MAIL 14 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAR 01 2011 PERMIT CENTER PYRIGNT 2016, SEGA ENGINEERS '40 1- 0 Z sTRucruIRAL GENERAL 1/2" RATED SHEATHING 8d66"OC. (4" OC. 6 SIM) 1/2" RATED SHEATHING 8d 66" OC. 1-11 FRAMING ANCHOR EACH TRUSS. USE H10-2 AT DBL TRUSS. GABLE END TRUSS. 'fide/ 2x VENTED BLOCKING. END NAIL TO MUSS e EACH END w/ (2) ad. SHEATHING AND NAILING PER PLAN OR SCHEDULE. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING TRUSS PER PLAN DBL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 6 6" OC. STAGGERED 2x FRAMING PER PLAN. (BEAM AT SIM) TYPICAL ROOF FRAMING CONNECTION SCALE: 1" • 1'-0" DSL 2x TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d a 6" 0.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SHEAR WALL SCHEDULE. 435 6 48" O.C. (USE 24" O.C. AT SIM) 2x BRACE PER TRUSS SUPPLIER OR a 48" OC. SECURE w/ 434 EACH END. EXTERIOR SHEATHING PER PLAN OR SCHEDULE Sdg4"O.C.- 2x BLOCKING w/ I6d 9 8" O.C. 1/2" RATED SHEATHING RAFTER OR TRUSS PER PLAN w/ (2) 8d TO 2x BLOCKING 1/" RATED SHEATHING w/ 8d B 4" O.C. TO FRAMING TRUSS PER PLAN 2x BLOCKING w/ (2) 8d TO STUD EACH END DBL 2x TOP PLATE. (BEAM AT. SIM) /d' /,r ti ///,r / NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. a■■■■■■I I I■►" 2x STUD PER PLAN 2x FRAMING PER PLAN. imam (HEADER a SIM) ROOF FRAMING 6 GA5LE END SCALE: 1" • I'-0" NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. 1.1111111 LOWER ROOF FRAMING 6 SHEAR WALL SCALE: 1" • I'-0" 2x STUD (NOT a SIM) CONNECTOR STRAP PER PLAN. NOTE: INSTALL CONNECTOR PRIOR TO PLACING COMMON TRUSSES DRAG STRUT CONNECTION SCALE: 1' • 1'-0" 0 o 0 w D8L 2x TOP PLATE 51-1EATHING 4 NAILING PER PLAN OR SCHEDULE. NOTE: SEE ARCH FOR FLASHING REQUIREMENTS. Sd64"OC. MSTC HOLDOU N STRAP PER PLAN SOLE PLATE NAILING. USE 16d 6 16" OC. MIN. SOLID RIM JOIST ROOF SHEATHING PER PLAN 2x BLOCKING / Al 111, Fir 1 TRUSS OR RAFTER PER PLAN 2x NAILER OR TRUSS w/16da8"O.C. SHEATHING 4 NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING (3) 8d JOIST -T© -TOP PLATE UN.O. MAINTAIN MIN. 11'2" END DISTANCE. 2x JOIST PER PLAN 2x STUD 4" SU5FLOOR 8d®4"OC. 34" SUI FLOOR 2x BLOCKING w/ A35 FRAMING ANCHOR AT 6 O.C. TO TOP PLATE. 111113.-=:!! j-1 2x FRAMING PER PLAN. (BEAM AT SM.) JOIST PER PLAN 2x DBL TOP PLATE. LAP SPLICE 4'-0" MIN. 4 NAIL w/ 16d 9 6" O.C. STAGGERED. SHEATHING 4 NAILING PER PLAN OR SCHEDULE. HDR PER PLAN. 0 P4 • • TRIMMER STUD(5) KING STUD _ '2" RATED SHEATHING 4 NAILING PER SCHEDULE. 2x FRAMING FER PLAN. (SEAM AT SIM) ROOF FRAMING 6 SHEAR WALL SCALE: IN • 1'-0" TYPICAL FLOOR FRAMING CONNECTION SCALE: 1" • 1'-0" FRAMING AT INTERIOR SHEAR WALL SCALE: 1" • 1'-0" LSTA STRAP PER PLAN. CENTER ON TRIMMER OR KING STUD. (iYP) 2x SILL PLATE 3x BLOCKING (TYP) SHEATHING 4 NAILING PER PLAN OR SCHEDULE MSTC HOLDOUN PER PLAN 16de4"QC.SOLE PLATE NAILING. 8d 6 6" 0.C. UNO MSTC HOEDOWN STRAP PER PLAN SHEATHING 4 NAILING PER PLAN OR SCHEDULE 16d 9 8" OC. 5OLE PLATE NAILING. RIM JOIST w/ (3) I6d a EACH JOIST 1'2" RATED SHEATHING 4 NAILING PER PLAN. J..' • .I 3/4" SUSFLOOR LUS HANGER 8Y TRUSS SUPPLIER 8d 6 6" OC. 3/4" SUBFLOOR TRUSS FER PLAN. 111114/11B 16d 6 8" O.C. SOLE PLATE NAILING. 2x RIM JOIST. 34" SUBFLOOR SHEAR WALL FORCE TRANSFER DETAIL SCALE: 1' • 1'-0' L5TA24 STRAP (FAR SIDE) TRUSS OR RAFTER (SIM ONLY) LUS HANGER JOIST PER PLAN LUS HANGER BEAM PER PLAN JOIST PER FLAN (USE DBL w/ LUS210-2 a HOLDOUN) 2x BLOCKING w/ 435 FRAMING ANCHOR TO TOP PLATE. SHEAR WALL FRAMING AT FLUSH SEAM SCALE: 1" • 1'-0" TRUSS PER PLAN. JOIST PER PLAN LUS HANGER BY TRUSS SUPPLIER BEAM PER PLAN 2x TOP PLATE HDR PER PLAN. EXTEND OVER PANEL TO KING STUD. 16" 'MINIMUM—/ NAIL SHEATHING TO HDR w/ 8d * 3" 0C. EACH WAY. BEAM PER PLAN. MSTC HOLDOU.W STRAP PER PLAN 101 FLOOR FRAMING 6 CANT. JOIST 62.0 SCALE: 1" • I'-0" SHEAR WALL FRAMING AT [BEAM SCALE: 1" • 1'-0" • 4 FASTEN TOP PLATE TO HEADER /—w/(2)ROWS16dAT3"O.C. •• ♦ 4 ::7-(2) 2x STUDS (TYPJ 4 • 4x BLOCKING 9 MIDDLE 24" IF REQUIRED. 8d g6"OC. SUSFLOOR PER PLAN 2x BLOCKING w/ (3) 8d TOE -NAIL TO 4x BEAM 4 (2) 8d TO JOISTS. AC POST CAP JOIST PER PLAN 111111111 POST CE) \ r �� 4x4 P? PO (4x6 AT SPLICE) MAB ANCHOR (Al.?. 434 ANCHOR 1W0 SIDES)� 1 FTG PER PLAN FINISH GRADE 18" 12" MIN. MIN. 2x STUD PER PLAN. USE MINIMUM`' (2) 2x STUD 9 ENDS OF SHEAR WALLS 4 HOEDOWNS. SEE SHEAR / WALL SCHEDULE FOR 3x STUDS. SHEATHING 4 NAILING PER f PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING. 6" MIN. (NOT a 6.0E ) FINISH GRADE 12" MAX. (6.0.G. a SIM) I6d a 16" 0C. SOLE PLATE NAILING. �3�4" SHEATHING ANCHOR BOLT w/ 3"x3"x14" WASHER SEE SCHEDULE FOR SIZE 4 SPACING.USE 'a"� AT 60" OC. UN.O. 2x FT SILL 4 )5AR - HORIZ. STHD HOLDOU N PER PLAN. 04L BAR 24" 0.C. - VERT. SHEATHING 4 NAILING PER PLAN OR SCHEDULE 2x PT SILL w/ ANCHOR BOLT 43"x3"x1�4WASHERPER PLAN OR SCHEDULE. USE 1'ia". a 60" OC. MIN. 1'-6' MIN 21-6" IMAX. 8" (13� FLOOR FRAMING AT CRAWL SPACE 52.0 SCALE: 1" • 1'-0" .4 *4 BAR CONTINUOUS T 6" MIN_ FINISH GRADE OR 2x STUD PER PLAN. USE DBL STUD AT END OF SHEAR WALLS 4 HOLDOUT15. SEE SHEAR WALL SCHEDULE FOR 3x STUDS. SEE PLAN FOR TOP OF CONCRETE AT SIMILAR 10'-0" MAXIMUM e 44 4. 44 44 4' ♦. 4' 4. 4. 4 • • • 44 4 4 . 1/2" RATED SHEATHING (24/0 EXP 1). 4/— :: :NAIL w/ (2) ROWS 8d e 3" OC. AT PANEL EDGES. 4 4 (2) 2x PLATE. ( SHT'G TO EA P 4" SLA8 ON GRADE OVER iMIN. 6 MIL VAPOR BARRIER 4 SLAB ON �E STHD HOLDOWN PER PLAN i'-6" MIN. TOP OF STEM WALL ELEV. VARIES STHD14 HOLDOWN UNO. 4 • 4 4 , 4 • EVIEWED FOR DE COMPLIANCE )APPROVED MAR 14 2017 8' 4 • *4 BAR - HORIZ. •4 LSAR 6 24" 0C. - VERTICAL 1'-4" FOUNDATION AT CRAWL SPACE SCALE: 1" • 1'-0" *4 BAR CONT. 1'-4" FOUNDATION AT SLA5 ON GRADE SCALE: 1" • 1'-0" RECEIVED CITY OF TUKWILA MAR 01 2017 PERMIT CENTER 2x PT SILL City of Tukwila (2) 3/8„� ANCHOR` ' © DIVISION i" EMBEDMENT 4 3" x 3" x GALVANIZED IE WASHER FOUNDATION PER PLAN. MIN. 8" THICK STEM WALL w/ 44 BAR HORIZ, TOP 4 SOttOM. PORTAL FRAME PANEL 1�4" SCALE: NCNE 5, PYRIGHT 2016, SEGA ENGINEERS J013 11 016