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HomeMy WebLinkAboutPermit D15-0156 - FOSTER POINT - LOT 56 - NEW SINGLE FAMILY RESIDENCEFOSTER POINT - LOT 56 1302656 TH AVE S D15-0156 City of Tukwila 3i ,k • 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.Pov COMBOSFR PERMIT Parcel No: 2172000290 Permit Number: D15-0156 Address: 13026 56TH AVE S Issue Date: 8/19/2015 Permit Expires On: 2/15/2016 Project Name: FOSTER POINT - LOT 56 Owner: Name: BRATCHER CHARLES E&MARGARET Address: 13003 56TH AVE S , TUKWILA, WA, 98178 Contact Person: Name: CARY LANG Address: 29815 24 AVE SW, FEDERAL WAY, WA, 98023 Contractor: Name: CARY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW, FEDERAL WAY, WA, 98023-2300 License No: CARYLCI101OF Lender: Name: CARY LANG CONSTRUCTION INC Address: 29815 24TH AVE SW, FEDERAL WAY, WA, 98023 Phone: (206) 423-5055 Phone: (253) 661-6880 Expiration Date: DESCRIPTION OF WORK: NEW SFR - 2853 SF LIVING SPACE, 591 SF GARAGE, 186 SF FRONT/REAR PORCH PUBLIC WORKS ACTIVITIES INCLUDE ACCESS DRIVEWAY, STREET USE, EROSION CONTROL, SANITARY SEWER AND STORM DRAINAGE. Project Valuation: $383,935.91 Fees Collected: $47,713.58 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: TUKWILA Sewer District: TUKWILA SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Chan neIization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 0 Fill: 0 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Yes c Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: 6�LC'-Date: Print Name: C /72 '(/ /' CdriS� This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 5: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval. of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: The applicant or contractor shall call Public Works at (206) 433-0179 at least 48 hours in advance to schedule a mandatory pre -construction meeting with public Works. 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. 11: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 12: 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. 13: 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. 14: 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. 15: Any material spilled onto any street shall be cleaned up immediately. 16: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 17: 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. 18: 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. 19: 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. 20: 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. 60: Prior to final permit sign -off applicant shall pay King County RESIDENTIAL SEWAGE CAPACITY CHARGES and submit proof of payment to Public Works. 21: ***BUILDING PERMIT CONDITIONS*** 22: 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. 23: 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. 24: 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. 25: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 26: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 27: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 28: All wood to remain in placed concrete shall be treated wood. 29: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 30: 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. 31: 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. 32: 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. 33: 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). 34: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 35: 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. 36: 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. 37: ***MECHANICAL PERMIT CONDITIONS*** 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 39: 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. 40: Manufacturers installation instructions shall be available on the job site at the time of inspection. 41: 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. 42: 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. 43: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 44: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 45: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 46: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 47: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 48: 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. 49: 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. 50: 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. 51: 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. 52: 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. 53: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 54: 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. 55: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 56: 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 57: 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. 58: 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. 59: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM CITY OF TM, --A Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hitp://www.Tukwi]aWA.gov Combination Permit No. t ✓' 0 Project No.: Date Application Accepted: Date Application Expires: (For office use only COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. "please print" SITE LOCATION 1362-6 j� King Co/Assessor's Tax No.: Site Address: �4[ 6G //�- wq-/ PROPERTY OWNER Name: 4 elf -it � L I+i✓& e0/- - X'-7t-t' Address:2 T 2'/Y�6 f}'t/e Sit'� e„,4-i/ State: K,,+ Zip: M2 CONTACT PERSON - person receiving all project communication Name: C A-jLf— Address: City: State: Zip: Phone: 2 04_ y2 3 _5,oWax: 2 '� ?D,y6 Email: u GENERAL CONTRACTOR INFORMATION Company Name: Address: City: State: Zip: Phone: Fax: Contr Reg No.: C 4lZ L C ::E I C) Exp Date: c / Tukwila Business License No.: / b ARCHITECT OF RECORD Company Name: J/ vt Q Q S c N Architect Name: s �� �e ✓ire �J Address: 12- U 2 V`, A-t City:s4 oxen i- State: W fk- Zip:g93 Phone:25- 926 Fax: 2,5-3 6 Email: Sit' q C'tY t r��Er S�Cr�.-aGRSi , nee' ENGINEER OF RECORD Company Name: r Engineer Name: Address: 7i7-UT sa 2-J Z rle-d r City: cl'c Q ritv� 0" dD State: Zip:GQO ti Phone: EO -8- /o/ Fax: Email Vif%ea I46otMeirk p k h 4 rLov,," LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: 2- City: F,,,P�g I State: Zip:1 f96z H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION - Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): 0N-7T -0 C % /fe W Sl A e (q DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement l) r A-TI-) I` floor Q 6 2n floor •(' Garage carport ❑ Deck -covered ❑ uncovered ❑ rr. c r.7- P e 4 r- Po r Gk Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: % Cj Value of mechanical work $ ICJ J furnace <100k btu thermostat emergency generator PLUMBING: Value of plumbing1gas piping work $_ bathtub (or bath/shower combo) dishwasher _ lavatory (bathroom sink) water heater (gas) appliance vent wood/gas stove fuel .type: ❑ electric gas ventilation fan connected to single duct other mechanical equipment 70oo water heater (electric) bidet L clothes washer floor drain shower sink �1" water closet lawn sprinkler system gas piping outlets H:\Applications\Forms-ApplicationsOnLine\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMA LION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #.I for fees and estimate sheet. ATER DISTRICT Tukwila ❑ ... Water District # 125 ❑ ... Highline ❑ . Renton ❑ .. Letter of water availability provided EWER DISTRICT 411. . Tukwila ❑ ...Valley View ❑... Renton ❑ .. Seattle ❑ .. Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) El ... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑ ... Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut Cubic Yards El ... Work In Flood Zone ❑ .. Total Fill Cubic Yards ❑... Storm Drainage ❑ .. Sanitary Side Sewer El ... Abandon Septic Tank ❑ ..Trench Excavation ❑ .. Cap or Remove Utilities ❑... Curb Cut ❑ ..Utility Undergrounding ❑ .. Frontage Improvements El ... Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ .. Traffic Control ❑... Looped Fire Line Irrigation " Domestic Water " ❑ .. Permanent Water Meter Size ............... WO # ❑ .. Residential Fire Meter Size ................. WO # .. Deduct Water Meter Size ..................... ❑ .. Temporary Water Meter Size .............. WO # ❑ .. Sewer Main Extension .....................Public ❑ or - Private ❑ ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUNDBILLING: Name: Mailing Address: City Day Telephone: City State Zip State Zip H:4Spplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES -- — PLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY Signature: t t OR AUTHO IZED AGENT: Print Name:'r� Mailing Address: (e ''--7 e I �-1)ay Telephone: city Date: State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 5-9-11.docx Revised: August 2011 Page 4 of 4 bh City of Tukwila • Department of Public Works • 6300 Southcenter Boulevard, Suite #100 r Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 2172000290 Permit Number: D15-0156 Address: 13026 56TH AVE S Issue Date: 8/19/2015 Permit Expires On: 2/20/2016 Applicant: FOSTER POINT - LOT 56 DESCRIPTION OF WORK: NEW SFR - 2853 SF LIVING SPACE, 591 SF GARAGE, 186 SF FRONT/REAR PORCH PUBLIC WORKS ACTIVITIES INCLUDE ACCESS DRIVEWAY, STREET USE, EROSION CONTROL, SANITARY SEWER AND STORM DRAINAGE. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21540126 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 ARY\ CARY LANG CONSTRUCTION INC. 7M City of Tukwila ROW Permit cost: For 13026 S6 1h Ave S Tukwila Scope of Work: Permit to bring utility across 56 th Ave S Cost for project: Street saw cutting: $725.00 Ditching: $1375.00 Electrical conduit: $1000.00 Asphalt Repair: $1000.00 TOTAL Cost: $4000.00 Bond required at 150% of cost: $4000 x 150% = $6000.00 Ira DE , 01MWIEU, TUK'WILA pUBLIC WORKS DCity of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 2172000290 Permit Number: D15-0156 Address: 13026 56TH AVE S Issue Date: 8/19/2015 Permit Expires On: 3/29/2016 Applicant: FOSTER POINT - LOT 56 DESCRIPTION OF WORK: NEW SFR - 2853 SF LIVING SPACE, 591 SF GARAGE, 186 SF FRONT/REAR PORCH PUBLIC WORKS ACTIVITIES INCLUDE ACCESS DRIVEWAY, STREET USE, EROSION CONTROL, SANITARY SEWER AND STORM DRAINAGE. METER #1 METER #2 METER #3 Water Meter Size: %" Water Meter Type: PERM Work Order Number: 21540126 Connection Charge: $60.00 $0.00 $0.00 Installation: $490.00 $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: $625.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,005.00 $0.00 $0.00 TOTAL WATER FEES: $6,630.00 CORRECTED WATER METER SHEET 10/06/15 3/4" METER INSTALLED INSTEAD OF A l" METER DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $45,461.94 C15-0013 Address: 13026 56TH AVE S Apn: 2172000290 $300.00 PUBLIC WORKS $300.00 TRAFFIC CONCURRENCY R104.367.121.00.00 0.00 $300.00 D15-0156 Address: 13026 56TH AVE S Apn: 2172000290 $45,161.94 1 INCH $7,130.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,005.00 DEVELOPMENT $3,930.10 PERMIT FEE R000.322.100.00.00 0.00 $3,925.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,337.22 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $20.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $20.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,297.22 SEWER SERVICE FEE $19,200.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $19,200.00 TECHNOLOGY FEE $219.33 TECHNOLOGY FEE R000.322.900.04.00 0.00 $219.33 WATER SERVICE FEE $10,556.29 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 0.00 $10,556.29 TOTAL. • Date Paid: Wednesday, August 19, 2015 Paid By: CARY LANG Pay Method: CREDIT CARD 05236G Printed: Wednesday, August 19, 2015 8:48 AM 1 of 1 r??SYS7EM5 Date Paid: Thursday, June 25, 2015 Paid By: CARY LANG Pay Method: CREDIT CARD 08711G Printed: Thursday, June 25, 2015 10:17 AM 1 of 1 l?"fSYS7EM5 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D15-0156 Grantor: CARY LANG CONSTRUCTION, INC., a Washington state corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 561" Avenue South and adjacent to 13026 56"' Avenue South. Abbreviated Work Description: Work within the City Right -of -Way including driveway access, utilities, 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. DATED this / O day of �;' r �- , 2015 GRANTOR: Cary Lang Construction, Inc. a Washington state corporation B ? ;%6 Y Print Name: K".1 %i ►'� Its: ii C7 STATE OF WASHINGTON ss. COUNTY OF KINC�� ) On this day of ems) 'Y , 2015, before me a Notary Public in and for the State of Washington, personally appeared Cary Lang, to me known to be the President of Cary Lang Construction, Inc., a Washington state corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. L/ LAURIE A. WERLE NOTARY PUBLIC I�'OT RY PUBLIC, in and for the State of STATE OF WASHINGTON Washington, COMMISSION EXPIRES residing at_--74AIu 21 C MAY 20, 2018Name as commissioned:Autlerl My commission expires: &51d-rt Lis DATED this p(� n day of G( d� uC� r , 201 � � GRANTEE: CITY o TUKWIL By: '&K Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) 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 NOTARY PUBLIC, in and for the State of Washington, residing at �l CA / Name as commissioned: My commission expires: INSPECTION RECORD �(J Retain a copy with permit INSPECTION NO. PERMIT N.,. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project- f Type of Inspe Lion: , 1 Addr��a �� �wm� Date Called: Special Instructions: PA. Date Wanted: a. Requester:, l /;002 Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: OX Inspector: /'a Date: 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. v C/q) INSPECTION RECORD v�s v�S� 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 Pro'ect �V�yff Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: m Requester: Phone No: M, pproved per applicable codes. LJ Corrections required prior to approval. El REINSPECTiON FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,jr INSPECTION RECORD _ r Retain a copy permit ermit 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 Proje t: C ��'r t� ��(1\ Type of In/e tion: �`V"li�t_ l'l�(/�T� Address: / 1 . Q Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: Inspector: v Date: � �/5 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD (117) Retain a copy with permit INSPECTION NO. PERMIT NOT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ct: �% Vqftr Type o Inspection: / A dress: 0--X-V00-- Date Ca . Special Instructions: Date Wanted: a.m. p.m. Req ter' Phone No .. 3 v� Inspector: IlDate: 1 o : q — `� r REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit IN N N0. I PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 P'ect: r f ja t v� �Sr= Type of ins a n: 104$ JX cI' ®P� Address: 30,V;6 v Date Called: Special Instructions: Date W nted: (� a.m. F —(J— rJ p.m. Requester: Phone oA 2-3 Inspector: 6� Date: /0— (3- (S- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD �LS-0��6i Retain a copy with permit ON No. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr-t:-_i tb Type` ,of)" tp�ection:�, /T'N 65*,i UL 0� W u _�a ddress: 0 51 t_ Ij Q- 50, Date Called: Special Instructions: I Date Wanted., ` a.m. p.m. Reesier: CA1 (!!?s 1 J Pho a No- Z 7/J Approved per applicable codes. Acorrections required prior to approval. • Wyl We A MARK'? wllaw� Wel Inspector: V1 j57 Date: El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. l� INSPECTION RECORD Retain a copy with permit ��� �� VQYCTION 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 Projec : e 4O5 I091 V1Kt`"��� Type of Inspection; r�AA—( Add �ss: &e-4 pate Called: 4 Special Instructions: Date Wanted: a.m. -- --(S-' p.m. Re uester: Phone No - Approved per applicable codes. LJ Corrections required prior to approval. LAJ wd ■� Inspector: Date ®`7 `j— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tom. I INSPECTION RECORD _ MI 7� A�0 Retain a copy with permit L f� C T I PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367,0 Permit Inspection Request Line (206) 438-93 Lkq ` Prg'ect: � r� CVL� X TYp d Insp io� r Addr� s: _ � Date Call d: Special Instructions: Date Wanted: If)-7 a.m. 0 p.m. Requester: Phone No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A\) INSPECTION RECORD b(S Retain a copy with permit I P N NO. PERMIT N-0. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: { �ID ct mot% �� Type of Inspection o— V--' I—d '� • -J� V Date Called: Special Instructions: C !��''t � ff Date Wan?j I- f_ p,� a.m. (l J p.m. Requester: 1Phone No* L _5 Approved per applicable codes. Corrections required prior to approval. • A / «- ON.. Ilnspettor: i/' /'� (Date: 0 / _ /`�— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 71 �Y N INSPECTION RECORD �m (10 Retain a copy with permit N CTIO PERMIT NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 ' �, Jr �0i) (91IV S . 1-36& P't: M! B�if'� T p f In ctionn* y ro p • - ,� r Address: C (9 r�iS6. Date Call : Special Instructions: / f Date Wanted: a.m. If — 7 p.m. Requester: Phone Phone No: EJApproved per applicable codes. � Corrections required prior to approval. COMMENTS: << c r I l (( tt 1 c f (311 Inspector: 1 Date: 3 (9 (T— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (V Is INSPECTION RECORD n-7 Retain a copy with permit /� 00 SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � (�i'. Type f Inspection: / OLLQ Address: g _�-6 fAA- i-Lisk P Date Call . Special Instructions: Date]+Vand: a.m. L�� ' Sd ' p.m. Requester: Phone No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IL INSPECTION RECORD 6b, Retain a copy with permit ECTION 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 Pro ect: � ®�c� P®r cif Type of Inspection: �� AT-ro � r n Date Ca' d: Special Instructions: " Date anted: a.m. q-- f 5— -- p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 12 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: 0 ,,rr��� f 1 Ty of I pecti n: l�i, Address: �a` f Date Called: Special Instructions: /L M �T l ted Date W�'—(g f� a.m. p.m. Requester: Phone No: Inspector: ::? at . --(81 _ 5— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORD Retain a copy with permit 1 CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: r �SFA ec'C Tye f Inspt n: 1-5 dress: B0 � 'f - He's-0 Date Called: Special Instructions: Date Wanted: a.m. (G ~- p.m. Requ ter: Phone No: f,/ 2-77 �Inspectory---,_ (Date q --(A —1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. !'rj tL 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 Pro' ct- ` �� Type of Inspection: u o o AddresZ CC O S "AOe_5Qv Date Called: Special Instructions: Date a d: a.m. - — 157 p.m. Requester: �v �o Phone N : - -sow Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. w INSPECTION RECORD Retain a copy with permit W-57 fs'� ECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: acK Type of Inspection: t VR(P�6 Address: Date Cal Special Instructions: Date Wanted: _ (J a.m. 7_-�L)7 p.m. ReCar quester, ® cor �r Phone No. Inspector: 4r� I Date: !, - -z__8 —1�r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. AA INSPECTION RECORD Retain a copy with permit JD6 �ISG INSPKTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ICY f CV1- Igo i hw f 1-s 5 G Type of Inspection: rCrtJ WM Address: 13a 7,t, 6LY-k A c- s Date Called: Special Instructions: Date Wanted: a.m. -2 p.m. Requester: Phone No: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectlon. INSPECTION RECORD NS-- 015-6:,, Retain a copy with permit 157 % t/U INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Sb TUCl.-2— Type of Inspection: Address: 6 56 P4,c.e Y Contact Person: Suite #: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: -Occupancy Type: Inspector: mf .4 Date: Z _ ��' ��.--f -H rs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. niiiing waaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD � oJ1`-6 Retain a copy with permit' - INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-57S-4407 Project: Type of Inspection: /.-----. Address: P cam_ Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: �. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: .-- Date:,fU /�/_S— I 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: ki�cldress: i-y- I State: zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Prescriptive Energy Code Compliance for Climate Zones 6, 5 and Marine 4 Project Information Contact Information This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative _ Date Climate Zone Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGCb.e Ceiling Wood Frame Wall9,k.i Mass Wall.R-Value' Floor Below Grade Wall°,k Slab R-Value & Depth 5 & Marine 4 R-Valuea U-Factora 6 R-Valuea U-Factora n/a 0.30 n/a 0.30 n/a 0.50 n/a 0.50 n/a n/a n/a n/a 49i 0.026 49 0.026 21 int 0.056 21+5ci 0.044 21/21h 0.056 21+5h 0.044 309 0.029 309 0.029 10/15/21 int + TB 0.042 10/15/21 int + TB 0.042 10, 2 ft n/a 10, 4 ft j n/a - I aDle K4u/-.1 .`I ana I aDle K4uz.1.3 rOotnotes incivaea on rage z. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the. International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑ 1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 fenestration area. Additions to existing building that are less than 750 square feet of h 212. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square ❑ 3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description CrPrlitk) 1a Efficient Building Envelope 1a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 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 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions 0 *1200 kwh E AUG 0 4 2b15 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 2 5 2015 PERMIT CENTER 1.5 0.0 1.50 http://www.energy.wsu.edu/Documents/2012%2ORes%2OEnergy.pdf D�5, D�w For 51: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. n The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. J For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. la 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 L2-2853-3 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor 0.20 Ref. U-factor Powder Room 0.30 Great Room 0.30 Great Room 0.30 Dining Room 0.30 Dining Room 0.30 Kitchen 0.30 Den 0.30 Entry 0.30 Entry 0.30 Bedroom 2 0.30 Master Bedroom 0.30 Master Bath 0.30 Stair 10.30 Bedroom 4 0.30 Bedroom 3 0.30 Attic Room 0.30 Attic Room 0.30 Garage/Dwelling Door 10.20 Contact Information i Width Height Qt. Feet Inch Feet Inch 1 3 16 a Width Height Qt. Feet Inch Feet Inch MMEME ©©E MMEME MMEME NEME©O MME NE©■©O ==E©■ ©©■©� MMEME =MEMO =mom■ IN©E©O MMINME UEMEMO MMEME MMEME ININERIN =MEMO MENE-E ENENEENO MENEME M-OME MMEME MMEME -NEEMO MMEME NIEN■MO NNENEMO EIMEMO NEMEMO MMEME MMEME Area UA Area UA M1oe MBM� iBM� MB M1oe e s s s_ Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area 11 111 11 111 1 1 11' 11 111 11 111 11 111 11 111 11 111 11 111 375.3 M0.30 Width Height Qt. Feet inch Feet inch Area UA 11 111 11 111 11 111 11 111 11 111 Sum of Overhead Glazing Area and UA 0.0 0.00 Overhead Glazing Area Weighted U = UA/Area 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 395.31 114.81 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 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 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information contact Information 32�2$53� 'W�,�w Jaw I blow" �l I Heating System Type: o All other systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions" Design Temperature Instructions - v " Design Temperature Difference (AT) 111 Tukwila AT = Indoor (70 degrees) - Outdoor Design Temp 46 Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 853r Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) 8 24,251 Glazing and Doors U-Factor X Area = UA Instructions 0.30 95;_,..;.. 118.59 Skylights U-Factor X Area = UA Instructions 0.50 " — Insulation Attic U-Factor X Area = UA Instructions R-49 0.026 _ � � ,A65 38.09 Single Rafter or Joist Vaulted Ceilings ^^ U-Factor Area UA Instructions No Vaulted Ceilings In this p ro p lect Above Grade Wails (See Figure 1) U-Factor Area UA Instructions R-21Interrnediate 0.0563,084` 172.70 Floors U-Factor Area UA Instructions R-30 P 0.029 � ,46Q � 42.34 Below Grade Walls (see Figure 1) U-Factor Area UA Instructions - .- No Below Grade Walls in this project —s, -- Slab Below Grade (see Fraure t1F-Factor Length UA -_ Instructions No Slab Below Grade in this project. Slab on Grade (see Frg!!T l F-Factor Length UA Instructions n.:. n :. l i, No Slab on Grade in this project Location of Ducts Instructions ""' K Duct Leakage Coefficient Uncond�Uoned Space � 1.10 Sum of UA 371.72 Envelope Heat Load 17,099 Btu / Hour Figure 1. SumofUAXGT Air Leakage Heat Load 12,048 Btu / Hour VolumeX 0.6XATX.018 el. Grade i Building Design Heat Load 29,147 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 32,062 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum or Building Heat Loss X 1 Maximum Heat Equipment Output 44,886 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Dud Heat loss X 1.25 for Heat Pump (07101113) 0 BILE STRUCTURAL CALCULATIONS FOR THE CARY LANG CONSTRUCTION RESIDENTIAL PROJECT Plan 1-2-2853-3 May 29, 2015 61&%1'-0(5 (P Job No.: 12-021 Location: 13026 - 56th Avenue South Tukwila, Washington CORRECTION LTR REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 4 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 2 3 2015 PERMIT CENTER SEGA Engineers,/ Structural & Civil Consulting Engineers 22939 SE 292°d PL (360) 886-1017 Black Diamond, WA 98010 Copyright 2015, SEGA Engineers STATEMENT OF WORK SEGA Engineers was asked to provide a lateral loads analysis, shear wall design, review of major framing members and foundation, and drawing red -lines for a two story wood framed single family residence. The roof framing is manufactured trusses, the floor framing is 2x dimensional or wood I -joists, and the foundation is typical concrete strip footings with a crawl space. The application and use of these calculations is limited to a single site referenced on the cover sheet. The cover sheet should have an original signature in blue ink over the seal. The attached calculations may or may not apply to other sites and the contractor assumes all responsibility and liability for sites not expressly reviewed and approved. Please contact SEGA Engineers for use at other sites. SEGA Engineers will use that degree of care and skill ordinarily exercised under similar circumstances by members of the engineering profession in this local. No other warranty, either expressed or implied is made in connection with our rending of professional services. For any dispute, claim, or action arising out of this design, SEGA Engineers shall have liability limited to the amount of the total fee received by SEGA Engineers. Questions regarding the attached should be addressed to SEGA Engineers. Greg Thesenvitz, PE/SE SEGA Engineers SEGA Engineers, / Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Design Criteria International Building Code (IBC), 2012 LOADS Roof DL 15 psf LL 25 psf Floor DL 10 psf LL 40 psf Wind Risk Category II Design Wind Speed 110 mph Kn 1.00 Exposure B Seismic Design Category D Sos 1.00 Response Factor 6.5 Cs= 0.154 Importance Factor 1.00 Soil Allowable Bearing 1,500 psf (Vuit) Project 1-2-2853 Job No. 12-021 By: GAT Checked Date:06/08/13 Sht i Copyright 2013, SEGA Engineers SEGA Engineers, Structural & Civil Consulting Engineers 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Project L2-2853 Job No. 12-021 By: GAT Checked Date:02/21/12 Sht 1 LOADS ROOF DL Roofing (Comp) 3.5 psf '/2" OSB 1.8 2x @24" 3.5 Insulation 1.1 5/8" GWB 2.8 Misc. 1.5 14.2 psf LL Snow, Pf 25 psf (115% Load Duration) Reduction, Cs 0.00 (Ct = 1.1, other surfaces) 6112 pitch = 27 deg Total Roof Load 39.2 psf FLOOR DL Flooring 0.5 psf 314" Plywood 2.3 2x12@12"oc 4.4 %' GWB 2.8 Misc. 1.5 11.5 psf LL Residential 40 psf Total Floor Load 51.5 psf DECKS DL 2 x Decking 4.3 psf 2x10@16"oc 2.8 Misc 1.5 8.6 LL Residential 40 psf Total Deck Load 48.6 psf WALLS DL Siding 3.5 '/2" Plywood 1.5 psf 2x6@16"oc 1.7 Insul 0.6 GWB 2.2 9.5 psf Copyright 2012, SEGA Engin=s SEGA Engineers Structural & Civil Consulting Engineers PROJECT 22939 SE 292nd Place JOB NO. Z p 74 FIGURED BY c� - 7 Black Diamond, Washington 98010 CHECKED BY DATE ' u (360) 886-1017 //Z.. S G~'. OF 1 ?,F} + to0 o-t /z y t Z r zwsr�.� e_ D+jaaa- Copyright 2012, SEGA Engineers SEGA Engineers PROJECT L Z Z S Structural & Chril Consulting Engineers 22939 SE 292nd Place JOB NO. 1 Z„ r,a Z f FIGURED BY GAT Black Diamond, Washington 98010 (360) 886-1.017 CHECKED BY DATECZ/ �ISHEEI OF i t � " �d 33lt7r� � %��)'L - � � �� fFx' 3�•. � {fLL► V = 1. 3" f/IP dc V— Zr dC Copyright 2012, SEGA Engirt n SEGA En ineers If S% & Civil Consulting Engineers PROJECT 22939 SE 292nd Place JOB NO. —OZ/ FIGURED BY6Ar Black Dimond, Washington 98010 CHECKED BY DATE a-1/vOL SHEET 4 OF (360) 886-1017 L4/3 ?BV YTA07— . . . ..... .. t + 7, e*5') �/70 C t ir'� t i L7 TL41- C rnOf il Copyright 2012, SEGA Engineers SEGA Engineers, Structural & Civil Consulting Engineers Project L2-2853 Job No. 12-021 By: GAT 22939 SE 292nd PL (360) 886-1017 Black Diamond, WA 98010 Checked Date: 06/08/13 Sht. LATERAL LOADS - (Altemate ASD) SEISMIC Maximum Base Shear, V = F SDS W Eq. 12,14-11 R where, F = 1.1 Two -Story Building Sos =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: Wes= (28ft) (44ft) (16psf)+ (2) (28ft+ 44ft) (4.Oft) (9.5psf) = 25kips Wft,,= (28ft) (50ft) (14psf)+ (2) (28ft+ 50ft) (8.5ft) (9.5psf) = 32kips W total = 57 kips Design Base Shear, V = (.169) (57 kip) = %7 kip E = 9.7 kip = 6.9 kip 1.4 WIND Design Wind Pressure, p, = A Kt ps30 where, = 1.00 0 -15 ft Exposure B = 1.00 20 ft = 1.00 25 ft = 1.00 30 ft = 1.05 35 ft K,I = 1.00 p3o = 17.7 psf 110 mph Po -15 = (1.00) (1.00) (17.7 psf) = 17.70 psf P20 = (1.00) (1.00) (17.7 psf) = 17.70 psf P25 = (1.00) (1.00) (17.7 psf) = 17.70 psf P3o _ (1.00) (1.00) (17.7 psf) = 17.70 psf P35 = (1.05) ( 1.00) (17.7 psf) = 18.59 psf Design Base Shear: (Wind) Eq. 28.6-1, Sect. 28.6.3 Figure 28.6-1 Section 26.8 Figure 28.6-1 (ASD) (x0.6= 10.62psf) (x0.6= 10.62psf) {x0.6= 10.62psf) (x0.6= 10.62psf) (x0.6= 11.15psf) Vv,= (30ft) (10ft) (17.7 psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (5ft) (17.7psf) + (30ft) (1ft) (18.6psf) =13.8x0.6 =8.3kips Vsts= (57ft) (10ft) (17.7psf) + (52ft) (5ft) (17.7 psf) + (45ft) (5ft) (17.7psf) + (17ft) (5ft) (17.7psf) + (5ft) (1ft) (18.6psf) =20.3x0.6=12.2kips Therefore, Wind Loads Govern for Lateral Design - Front/Back Wind Loads Govern for Lateral Design - Side/Side Copyright 2013, SEGA Engineers SEGA Engineers PROJECT Lz - r-scs /tructural & Civil Consulting Engineers JOB NO. FIGURED BY 22939 SE 292nd Place Black Diamond, Washington 98010 CHECKED BY DATES 2j HEET �OF (360) 886-1017 C s V r y 1, it iatry a f as y.. �. -. h t.'-/rote, tr '0,-Yf Copyright 2012, SEGA Engineers SEGA Engineers %Structural & Civil Consulting Engineers PROJECT JOB NO. �aZ t FIGURED BY 22939 SE 292nd Place "� Black Diamond, Washington 98010 CHECKED BY DATE�Z � SHEET OF (360) 886-1017 JG ......... ....._ __.. _.. . ... .. ........ ... t 4 w /73" �sq jLlz i% /UG 3 F LSTND fAT KW 50 0 r P, Copyright 2012, SEGA Engineers SEGA Engineers --� Structural &Civil Consulting Engineers PROJECT' L Z — 7-S 53 22939 SE 292nd Place JOB NO. j p Z j FIGURED BY 6.,4 7- Black Diamond, Washington 98010 (360) 886-1017 CHECKED BY DATE L J SHEEP q OF D -!�W6V— 14AAC L (?�Cc1�,r�t�4 l,D IL iv 'S"4 4 Copyright 2012, SEGA Engineers SEGA Engineers., Structural & Civil Consulting Engineers 22939 SE 292nd Place • Black Diamond, Washington 98010 (360) 886-1017 • FAX 886-1016 SMEAR WALL KEY PLAN PROJECT L 2 - 2853 JOB NO. 12-021 FIGURED BY CAA CHECKED BY DATE 02/21/12 SHEET J OF J W � � 0 W 2 U U) � � � fy Q W Z: C/) k \ ±cc E q 2 2E cj tm E 2 2 � /cu cu I 0 d 0 E -0 2k% Da d § § d o 6 \\ k C k7 A A A ° CD D ` d ° d ° d n 0 a a d $ E- £ t ED ¥ % o cc A U 8 / $2 2 2 3 / k/ 0 § 0 3 Ea - q 'O x= CO x o m 2 ( u / 0 0 0 �± m uA A A /4\ E/0 2Q& % §o- mc ® % t # o £ _ 2c0 k� \ 2-- c w 2 _ r E c � ca 2 �J� a CN5 S 2Ef (D c2 Q _ (D ® -0¥ � / ®• y W 2 �f- a)_ ( E j 2 k Z: S = R& q p g « 2 = 2 $ 2o k $ $ a £ a s o - ° / b - 4 c g § 3 'IT.4 . \EƒG o E = f0 W W J � ° E k \ �777 >z =� cu f\2 a)o �oW /� ' m d$ m § ¥ E 5 m- E D 2 (DCD 2y ®3/ / ka° / f-\- c2 E°/ �§ ¥¥� E _ � = n = 5 J m � °� f mCL m 2 a e o 4):3 Vi a- @ n a=£= a)2= =o x 0 cca Uo C :$ 2\ : 2 E 7 x 2 CN - ° 2772 _ 2\ " Ec �� § - 2 t . E m m � � \ k\ k m (n o � o a z I» D E 7 0 2 e 30-00-00 1-0$-00 ♦ ♦ ♦ ♦ ♦ r L 0 Q 0 0 0 7tEED FOR N N < o 4� Q Q _ .. A03(10) _ a a IANCE D FOy4-00-os015(2)MUS9 9 ila m ,h 2x4continousridge -by others BiJILDING DIVISION m I' I (80) 2X4 VENTS (2)MUS26 (1) HGUS26-2 0 (10) HGUS26 0 0 0 4-ply 803 Requires Simpson LGT4 (byay o others)for bearing e9hancement (10) HGUS26 ....,..._..._ -.i, B03 ,. - In 02i- 1 ._-,..03 m VAULT x Iloi ! m' 5-00-00 14-00-00 0-00-00 0 0 o JJ 1 I- r - .. ... .,.._ O 9 B01 N e J1 5). o �lkl � 'o '!E .. .,� . 1-4 2-06-00 CO2 p ❑ (A S o C01 �J� . ti Sd6 m rn © 2-00-00 6-06-00 I ' GARAGE 19-00-00 5-0.6-00 y 10-06-00 14-00-00 _ 10-00-00 R : ,�:;':/::C1 CITY OF TUKWILA J U N 2 F 201x PERMIT CENTER Dl,;-0 20815 67th Ave NE 1111' IS t S} fL. '1 1f NI nlA 1M UNI Y - ooI Arlington, WA 98223 esrJ sa a ai n IJ i fIDVeA � m„ d wlJiry J: gn , Iw Phone: 1-360-925-4155 d d l a n d ss a n d �tSll. lic r ,I Cary lang const. SCA1.F.: 2013 Elite*+ 'exndecr: �-` lot56 tukwilla 'x1u11a xl :Inxa: nrcs ar.m.A sIiM1s s.I cr,IJ' wsJ,aw,Ar e�sltn sra� vuss �srrsn wawa �rcluainE feak�. slmro..In.�s�M1lsror,n SCORE; -- --- Jane Ferderer B1504942 nsJdms d„�sse, For a=wul F=,aaM= rsF^JI� , ,,,�, Moss. �ss.,ml •nr:,=�ns In ...�a Imo^ ABxBtcc 13026 56th ave s, Tukwilla, WA �.mlanl< ^t1b�Ertm•4`-: from the moss Plmc Imumq, Sal IYOnilia Dom, �..... MOJN'1 53I)� ...._.._ DrJ Engineering, LLC J 9� (FKA: DrJ Consulting, LLC) ENGINEERING LLC 6300 Enterprise Lane Madison, Wisconsin 53719 Re: B1504942 L2-2853-3L Plan MiTek 20/20 7.6 The Truss Design Drawing(s) (TDD[s]) referenced have been prepared based on the construction documents (also referred to at times as "Structural Engineering Documents") provided by the Building Designer indicating the nature and character of the work. The design criteria therein have been transferred to DrJ Engineering (DrJ) by ProBuild (Arlington WA). These TDDs (also referred to at times as "Structural Delegated Engineering Documents") are specialty structural component designs and may be part of the project's deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty Engineer), the seal here and on any TDD represents an acceptance of professional engineering responsibility for the design of the single Truss depicted on the TDD only. The Building Designer is responsible for and shall coordinate and review the TDDs for compatibility with their written engineering requirements. Please review all TDDs and all related notes. Pages or sheets covered by this seal: 19927793 thru I9927811 My license renewal date for the state of Washington is May 18, 2016. Registration #2932 Important Notice: Each TDD uses Metal Connector Plate (MCP) design values published by MCP manufacturers. Any referenced connectors use design values published by the connector manufacturer or the American Wood Council per the National Design Specification (NDS) for Wood Construction. The TDD further uses lumber design values published by the applicable lumber rules -writing agency as approved by the American Lumber Standards Committee. These are incorporated into lumber design provisions and equations created by the American Wood Council and input into modeling and analysis TDD software created and owned by the MCP manufacturers. The lumber design values correspond with the grade stamp identified by the Truss Manufacturer on the lumber prior to cross cutting. The lumber grading rules published by the rules -writing agency shall apply to the Owner, Building Designer and Contractor. All capitalized terms are as defined in ANSI/TPI 1, the National Design Standard for NV�4.l�te Connected Wood Truss Construction (TPI 1). 10 SEPH D F OF V7ASF�x�tc+� 4 C,aQ of June 5,2015 Ryan Dexter, P.E. The design assumptions, loading conditions, suitability and use of this set of Truss designs for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1.The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by the parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any Building. Copyright © 2014 DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from DrJ. Job Truss Truss Type Qty Ply L2-2853-3L Plan 19927793 B15D4942 A01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:03 2015 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-b_s_uN F8B191 TGfNcTd6WFA86d2BdT8SQ3uWjcz9NHU r1-3-0 5-3-1 r 12-1-4 16-1-11 19-9-0 i 23-4-5 27-4-12 30-10-11 34-2-15 39-,1 40-9-0 1-3-0 5 3-1 3-43 3-5-15 4 0 7 3-7-5 3-7-5 4-0-7 3-5-15 3�-3 5 Scale = 1:76.3 vI 0 ' 16 15 13 12 5x8 % 10x10 = 8x16 MT20HS = lox10 = 5x8 6-11-3 12-1-4 27-4-12 32-6-13 39-6-0 6-11-3 5-2-1 15-3-8 5-2-1 6-11-3 Plate Offsets (X,Y)— [4:0-7-15,Edge], [5:Edge,0-8-0], [7:Edge,0-8-0], [8:0-7-15,Edge], [13:0-3-8,0-6-8], [15:0-3-8,0-6-8], [20:0-0-11,0-1-8], [36:0-0-11,0-1-8], [40:0-0-0,0-0-0], 14070-0-0 0-0-0] [4370-0-0.0-0-0] [43�0-0-0 0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.64 Vert(LL) -0.69 13-15 >681 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -1.14 13-15 >412 180 MT20HS 139/111 BCLL 0.0 ' Rep Stress Incr Yes WB 0.86 Horz(TL) 0.08 10 n/a n/a BCDL 8.0 Code IRC2009ITP12007 (Matrix-M) Attic -0.28 13-15 660 360 Weight: 345lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3,9-11: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-17, 7-17 WEBS 2x4 HF Stud/Std *Except` JOINTS 1 Brace at Jt(s): 17 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=2547/0-5-8 (min. 0-4-3), 10=2547/0-5-8 (min. 0-4-3) Max Horz 2=232(LC 4) Max Uplift2=-10(LC 5), 10=-10(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4276/0, 3-4=-4057/0, 4-5=-3081/8, 5-6=0/614, 6-7=0/614, 7-8=-3081/9, 8-9=-4057/0, 9-10=-4276/0 BOT CHORD 2-16=0/3601, 15-16=0/3612, 14-15=0/3210, 13-14=0/3210, 12-13=0/3612, 10-12=0/3601 WEBS 5-17=-3939/0, 7-17=-3939/0, 4-15=0/1683, 8-13=0/1683, 3-15=-794/196, 9-13=-794/196, 9-12=-601/143, 6-17=0/294, 3-16=-601/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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 MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 pst) on member(s). 4-5, 7-8, 5-17, 7-17 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 2 and 10 lb uplift at joint 10. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard �r�qS�H 4 w June 5,2015 ® WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products- form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the DrJ Reference Sheet (rev. 11-14) before use. Unless otherwise stated on the TOO, only MiTek connector plates shall be used for this TDD to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2U. approval of the TDD antl any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply Lz-2853-3L Plan " 19927793 A01 GABLE i i I91504942 Job Reference (optional) ProBuild Abington, Abington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:03 2015 Page 1 1 D:bsK4AW9Sgq?oevYFKegYuzFKFj-b_s_uN F8B191 TGfNcTd6WFA86d2BdT8SQ3uWjcz9NHU r1-3T 5-3-1 8-7-5 12-1-4 16-1-11 19-9-0 23-4-5 27-4-12 30-10-11 i 34-2-15 39-6-0 40- -0 1-3-0 531 3-4-3 3-5-15 40-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 1-3-0, Scale = 1:76.3 vI1 0 16 15 13 12 5xB i 10x10 = 8x16 MT20HS - 10x10 = 5x8 6-11-3 12-1-4 27-4-12 32-6-13 39-6-0 111-3 5-2-1 15-3-8 5=2-1 6-11-3 Plate Offsets (X,Y)— [4:D-7-15,Edge], [5:Edge,0-8-0], [7:Edge,0-8-0], [8:0-7-15,Edge], [13:0-3-8,0-6-8], [15:0-3-8,0-6-8], [20:0-0-11,0-1-8], [36:0-0-11,0-1-8], [40:0-0-0,0-0-0], [40'0-0-0.0-0-01.[43'0-0-0 0-0-011.14370-0-0.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.69 13-15 >681 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -1.14 13-15 >412 180 MT20HS 139/111 BCLL 0.0 ' Rep Stress Incr Yes WB 0.86 Horz(TL) 0.08 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix-M) Attic -0.28 13-15 660 360 Weight: 345 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. 1-3,9-11: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-17, 7-17 WEBS 2x4 HF Stud/Std'Except* JOINTS 1 Brace at Jt(s): 17 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=2547/0-5-8 (min. 0-4-3), 10=2547/0-5-8 (min. 0-4-3) Max Horz 2=232(LC 4) Max Uplift2=-10(LC 5), 10=-10(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4276/0, 3-4=-4057/0, 4-5=-3081/8, 5-6=0/614, 6-7=0/614, 7-8=-3081/9, 8-9=-4057/0, 9-10=-4276/0 BOT CHORD 2-16=0/3601, 15-16=0/3612, 14-15=0/3210, 13-14=0/3210, 12-13=013612, 10-12=0/3601 WEBS 5-17=-3939/0, 7-17=-3939/0, 4-15=0/1683, 8-13=0/1683, 3-15=-794/196, 9-13=-794/196, 9-12=-601/143, 6-17=0/294, 3-16=-601/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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 MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 pst) on member(s). 4-5, 7-8, 5-17, 7-17 10) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 11) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 10 Ib uplift at joint 2 and 10 lb uplift at joint 10. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard June 5,2015 WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TOO, only MiTek connector plates shall be used for this TOO to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOO only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The qy approval of the TOO and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined In TPI 1. Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENG/NEER/NGuc Job Truss Truss Type Qty Ply L2-2853-3L Plan 19s27794 131504942 A02 ATTIC 2 1 Job Reference (optional) ProBuild Adington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:04 2015 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-3BQN5iGmyKHu5QEZAB8L3SiJs 1 OQMwObf)e3G2z9N HT y1-3-Oi 5-3-1 8-7-5 i 12-1-4 16-1-11 19-9-0 23-4-5 27-4-12 30-10-11 34-2-15 39-6-0 40-9-0 1-3-0 5-3-1 3-43 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3-3-0 vi. ?_,�II 16 '15 -- 13 12 5x8 i 8x16 MT20HS = 5x8 3x6 I 10x10 = 10x10 = 3x6 I Scale = 1:78.2 Plate Offsets (X,Y)— [4:0-7-15,Edge], [5: Edge, 0-8-01 17:Edge 0-8-01 [8:0-7-15,Edge] [13:0-3-8,0-6-81 [15:0-3-8 0-6-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.69 13-15 >681 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -1.14 13-15 >412 180 MT20HS 139/111 BCLL - 0.0 * Rep Stress Incr Yes WB 0.86 Horz(TL) 0.08 10 n/a n/a BCDL 8.0 Code IRC2009ITP12007 (Matrix-M) Attic -0.28 13-15 660 360 Weight: 292 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-3,9-11: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-17, 7-17 WEBS 2x4 HF Stud/Std *Except* JOINTS 1 Brace at Jt(s): 17 5-7: 2x4 HF No.2 REACTIONS. (lb/size) 2=2547/0-5-8 (min. 0-4-3), 10=2547/0-5-8 (min. 0-4-3) Max Horz 2=232(LC 4) Max Uplift2=-10(LC 5), 10=-10(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4276/0, 3-4=-4057/0, 4-5=-3081/8, 5-6=0/614, 6-7=0/614, 7-8=-3081/9, 8-9=-4057/0, 9-10=-4276/0 BOT CHORD 2-16=0/3601, 15-16=0/3612, 14-15=0/3210, 13-14=0/3210, 12-13=0/3612, 10-12=0/3601 WEBS 5-17=-3939/0, 7-17=-3939/0, 4-15=0/1683, 8-13=0/1683, 3-15=-794/196, 9-13=-794/196, 9-12=-601/143, 6-17=0/294, 3-16=-601/143 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) 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. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-17, 7-17 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 13-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 2 and 10 lb uplift at joint 10. 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard June 5,2015 WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use. Unless otherwise stated on the TDD, only MITek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code atd TPI 1. The approval of the TOD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright 0 2014 P.Build-DrJ Engineering, LLC, (Dr.). Reproduction of this document, in any form, is prohibited without written permission from PmBuiid-DrJ. Job Truss Truss Type Qty Ply L2-2853-3L Plan ' �191 r71504942 A03 ATTIC 10 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:05 2015 Page 1 I D: bsK4AW 9Sgq?oevYFKegYuzFKFj-X N_IJ2GgePliZpljugabg FUQRkc5NOItN NdoUz9NHS 1-3-Oi 5 3-1 8-7-5 12-1 4 16 1-11 19-9-0 23-4-5 i 27-4-12 30-10-11 i 34-2-15 39 6-0 1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 5-3-1 Scale = 1:77.4 1MII 15 14 "' 12 11 5x16 % 3x6 11 1000 = 8x16 MT20HS = 1000 = 3x6 11 506 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip IDOL 1.15 TC 0.66 Vert(LL) -0.70 12-14 >672 240 MT20 185/148 TCDL 10.0 Lumber IDOL 1.15 BC 0.46 Vert(TL) -1.16 12-14 >406 180 MT20HS 139/111 BCLL 0.0 " Rep Stress Incr Yes WB 0.87 Horz(TL) 0.09 10 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix-M) Attic -0.28 12-14 649 360 Weight: 290 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 OF SS "Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,9-10: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-16, 7-16 WEBS 2x4 HF Stud/Std 'Except' JOINTS 1 Brace at Jt(s): 16 5-7: 2x4 HF No.2 REACTIONS. (lb/size) 2=2558/0-5-8 (min. 0-4-3), 10=2445/Mechanical Max Horz 2=241(LC 4) Max Uplift2=-10(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4295/0, 3-4=-4088/0, 4-5=-3106/10, 5-6=0I620, 6-7=01625, 7-8=-3103/8, 8-9=-4094/0, 9-10=-4397/0 BOT CHORD 2-15=0/3618, 14-15=0/3629, 13-14=0/3237, 12-13=0/3237, 11-12=0/3715, 10-11=0/3707 WEBS 5-16=-3978/0, 7-16=-3978/0, 4-14=0/1696, 8-12=011715, 3-14=-785/197, 9-12=-893/206, 9-11=-534/186, 6-16=0/297, 3-15=-616/142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 2. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Qra 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for L/360 deflection. LOAD CASE(S) Standard June 5,2015 WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOO only, under TPI 1. The design assumptions, loading conditions, suitabili7 and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC. the local building code and TPI 1. The , approve of the TOD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI i defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined In TPI 1. Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction or this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENGINEERING LLC Job Truss Truss Type Qty Ply 1-2-2853-31- Plan 19927796 01504942 A04 ATTIC 1 2 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:07 2015 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-Um6VjklfEFgTytz8rJi2g5KvwES7ZOn1 LhsjsNz9NHQ 1-3-0 5-3-1 8-7-5 12-1-4 i6-1-11 i 19-9-0 23-4-5 i 27-4-12 30-10-11 34-2-15 6 0 1-3-0 5-3-1 3-4-3 3-5-15 40-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 1�sJs�l I Scale = 1:77.4 5x8 = 3x6 II 1ox10 = 8x8 = 10x10 = 3x6 II 5x8 = 6-11-3 12-1-4 27-4-12 32-6-13 39-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TIC 0.33 Vert(ILL) -0.38 12-14 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.64 12-14 >736 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.43 Horz(TL) 0.06 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix-M) Attic -0.14 12-14 1283 360 LUMBER - TOP CHORD 2x8 DF SS "Except" 1-3,9-10: 2x4 HF No.2 BOT CHORD 2x10 DF SS WEBS 2x4 HF Stud/Std "Except" 5-7: 2x4 HF No.2, 6-16: 2x10 DF SS REACTIONS. (lb/size) 2=3421/0-5-8 (min. 0-2-13), 10=3302/Mechanical Max Horz 2=241(LC 4) Max Uplift2=-70(LC 5), 10=-30(LC 6) PLATES GRIP MT20 185/148 Weight: 589 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 16 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5977/68, 3-4=-5829/43, 4-5=-4859/131, 5-6=-1312/203, 6-7=-1308/204, 7-8=-4855/129, 8-9=-5836/40, 9-10=-6108/81 BOT CHORD 2-15=-64/5070, 14-15=-61/5084, 13-14=0/4764, 12-13=0/4764, 11-12=0/5193, 10-11=0/5185 WEBS 5-16=-3975/0, 7-16=-3975/0, 4-14=0/1670, 8-12=0/1694, 3-14=-681/190, 9-12=-823/202, 9-11=-558/176, 6-16=0/294, 3-15=-675/139 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 2 rows staggered at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05: 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 2 and 30 lb uplift at joint 10. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1720 lb down and 119 Ito up at Contii%g00dKVWj ord. The design/selection of such connection device(s) is the responsibility of others. 4A X SggEPH OF,{�, June 5,2015 WARNING -Please thoroughly review the "Customers Acknovdedgement of ProBuild Standard Terms for Manufactured Products' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MITek connector plates shall be used for this Too to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Omer, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The Ay approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SECA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building. All cepitallzed terms are as defined in TPI 1. Copyright 02014 ProBuild-DrJ Engineering, LLC, (Dr.). Reproduction of this document, in any form, is prohibited without written permission from Pro Build-DrJ. ENG/NEER/NGLLC Job Truss Truss Type Qty Ply 1-2-2853-31- Plan I9927798 r31504942 A04 ATTIC 1 2 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:07 2015 Page 2 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-U m6VjklfEFgTytz8rJi2g5KvwES7ZOn 1 LhsjsNz9NHQ NOTES- 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-14=-16, 12-14=-106, 10-12=-16, 1-4=-70, 4-5=-80, 5-6=-70, 6-7=-70, 7-8=-80, 8-10=-70, 5-7=-10 Concentrated Loads (lb) Vert: 6=-1720(F) WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only Mi-Tek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Spevalty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The , approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the in Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined In TPI 1. ENGINEERING LLC Copyright ® 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply Lz-2853-3L Plan 19927797 t11504942 A05 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:09 2015 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-Q8DGBQJvmtwBBB6XykkXmWQ9Z25a1 BaKo?LgxGz9NHO r1-3-08-7-5 12-1-4 1E-1-11 19-9-0 23-4-5 27-4-12 i 30-10-11 ';4-2.15 39-6-0 i �1-3-0 5-3-1 3-4-3 3-5-15 4-0-7 3-7-5 3-7-5 4-0-7 3-5-15 3-4-3 vI1 0 18xg2,ll Scale = 1:73.8 15 14 " 12 11 5x8 i 10x10 = 8x16 MT20HS - 10x10 = 5x8 O 6-11-3 12-1-4 27-4-12 32-6-13 39-6-0 ,_1 1_,5-2-1 15-3-8 5-2-1 6-11-3 Plate Offsets (X,Y)— [4:0-7-15,Edge], [5:Edge,0-8-0], [7:Edge,0-8-0], [8:0-7-15,Edge], [12:0-3-8,0-6-12], (14:0-3-8,0-6-12], [19:0-0-7,0-1-4], [35:0-0-7,0-1-4], [39:0-0-0,0-0-0], [39:0-0-0.0-0-0].[42:0-0-0.0-0-0] 14270-0-0 0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.69 12-14 >680 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.45 Vert(TL) -1.14 12-14 >412 180 MT20HS 139/111 BCLL 0.0 ' Rep Stress Incr Yes WB 0.86 Horz(TL) 0.08 10 n/a nla BCDL 8.0 Code IRC2009/TP12007 (Matrix-M) Attic -0.28 12-14 658 360 Weight: 343lb FT = 20% LUMBER- BRACING - TOP CHORD 2x8 DF SS *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,9-10: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 DF SS WEBS 1 Row at midpt 5-16, 7-16 WEBS 2x4 HF Stud/Std `Except* JOINTS 1 Brace at Jt(s): 16 5-7: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=2549/0-5-8 (min. 0-4-3), 10=2441/0-5-8 (min. 0-4-0) Max Horz 2=241(LC 4) Max Uplift2=-11(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4279/0, 3-4=-4062/0, 4-5=-3086/11, 5-6=0/615, 6-7=0/616, 7-8=-3085/9, 8-9=-4063/0, 9-10=-4297/0 BOT CHORD 2-15=0/3604, 14-15=0/3615, 13-14=0/3215, 12-13=0/3215, 11-12=0/3630, 10-11=0/3620 WEBS 5-16=-3946/0, 7-16=-3946/0, 4-14=0/1685, 8-12=0/1689, 3-14=-793/196, 9-12=-813/207, 9-11=-596/146, 6-16=0/295, 3-15=-604/144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) 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 ANSIfTPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 3x6 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-16, 7-16 10) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 12-14 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ito uplift at joint 2. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Attic room checked for U360 deflection. LOAD CASE(S) Standard June 5,2015 WARNING - Please thoroughly review the "Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise staled on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer. in the context of the IRC, the IBC, the local building code and TPI 1. The , approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. Copyright O 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENGINEERING uC Job Truss Truss Type Qty Ply L2-2853-3L Plan ' 19927798 B1504942 A06 Common 1 1 Job Reference (optional) ProBuild Arington, Arington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:10 2015 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-uLneMmKXXA22pLhj WSFmljyO?SV_mk8U 1 f5OTiz9NHN I 1-3-0 ' 7-3-14 4-9-10 2x4 II 4 ox� — 2x4 II 3x4 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.08 2-6 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.19 2-6 >728 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.46 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BOT CHORD REACTIONS. (lb/size) 5=499/Mechanical, 2=615/0-5-8 (min. 0-1,8) Max Horz 2=183(LC 7) Max Uplift5=-11(LC 5), 2=-16(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-599/4 BOT CHORD 2-6=-29/411, 5-6=-29/411 WEBS 3-6=0/264, 3-5=-557/38 Scale = 1:41.7 PLATES GRIP MT20 1851148 Weight: 52 lb FT = 20% Structural wood sheathing directly applied or 5-10-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber IDOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 5 and 16 lb uplift at joint 2. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard .yAlQ$EPR a June 5,2015 WARNING -Please thoroughly review the "Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TOO to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The , approval of the TOO and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOO and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. Copyright m 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENGINEERING LLC Job Truss Truss Type Qty Ply L2-2853-3L Plan " Issznss B1504942 B01 GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:12 2015 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-gjvOnSMn3oll2er5es IEN82fMF3cEgnmUzaUYaz9N H L r1-1-6i 5-9-15 i 10-11-8 12-3-0 18-2-1 24-E-0 �5-7-6i 1-1-6 5-9-15 5-1-9 1-38 5-11-1 6-3-15 1-1-6 4x10 II 4 30 �1 Scale = 1:57.6 _ 5x10 = 4.0o 12 YAV \ 15 10-11-8 17-6-0 24-6-0 5-9-15 5-1-9 6-6-8 7-0-0 Plate Offsets (X,Y)— (2:0-3-8,Edge), [7:0-1-9,0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.15 9 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.75 Vert(TL) -0.34 9-10 >845 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 0.21 7 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 169lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc pur ins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std `Except' 5-9,5-10: 2x4 HF No.2 OTHERS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=1168/0-5-8 (min. 0-1-15), 7=1150/0-5-8 (min. 0-1-14) Max Horz 2=170(LC 4) Max Uplift2=-142(LC 5), 7=-99(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-33=-1612/143, 33-34=-15541144, 3-34=-1467/164, 3-4=-1195/154, 4-5=-1040/173, 5-6=-2572/178,6-7=-2762/113 BOT CHORD 2-35=-128/1290, 35-36=-128/1290, 11-36=-128/1290, 11-37=-128/1291, 37-38=-128/1291, 10-38=-128/1291, 9-10=0/925, 7-9=-37/2295 WEBS 3-10=-498/153, 5-9=-50/1809, 6-9=-275/152, 5-14=-110/321 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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 studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.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. 8) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 2 and 99 lb uplift at joint 7. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 29 lb up at 2-0-0, and 31 lb down and 29 lb up at 4-0-0 on top chord, and 34 lb down and 23 lb up at 2-0-0, 1 lb up at 4-0-0, 27 lb down and 24 lb up at 6-0-0, and 27 lb down and 24 lb up at 8-0-0, and 27 lb down and 24 lb up at 10-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �QS H D4 I,,-- C 9111G WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Omer, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The , approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply L2-2853-3L Plan 19927799 g1504942 B01 GABLE 1 1 Job Reference (optional) ProBt ild Arlington, Arlington,WA 95223 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 5-8=-70, 2-10=-16, 9-10=-16, 7-9=-16 Concentrated Loads (lb) Vert: 11 =-27(B) 33=26(B) 34=26(B)35=-34(B) 36=0(B) 37=-27(B) 38=-27(B) 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:12 2015 Page 2 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-gjvOnSMn3oll2er5es IEN82fMF3cEgnmUzaUYaz9NHL WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Dr.) Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only Mrfek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC. the IBC, the local building code and TPI 1. The , approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENG/NEER/NGLLC Copyright 0 2014 ProBuild-DrJ Engineenng, LLC, (DrJ). Reproduction of this document, in any form, is prohibited wthout written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply L2-2853.3L Plan , 19927800 R,1504942 B02 Scissor Truss 3 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Ed Jun 05 09:33:12 2015 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-gjvOnSMn3oll2er5es IEN82hgF7QEfcmUzaUYaz9NHL r-1-6 5-9-15 10-11-8 12-3-0 18-2-1 24-6- -1-6 5-9-15 5-1-9 1-3-8 5-11-1 6-1 10 1'5 at1 5x6 = Scale = 1:54.1 4x4 — 2x4 4.0012 5x10 = 3x0 II 5-9-15 i 1?-1 1-8 17-6-0 24-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TIC 0.58 Vert(LL) -0.17 8 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.51 Vert(TL) -0.39 8-9 >733 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.39 Horz(TL) 0.23 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std `Except' 4-8,4-9: 2x4 HF No.2 REACTIONS. (lb/size) 2=1128/0-5-8 (min. 0-1-14), 6=1128/0-5-8 (min. 0-1-14) Max Horz 2=173(LC 4) Max Uplift 2=-71 (LC 5), 6=-71(LC 6) FORCES. (lb) -Max. Comp./Max.Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1547/62, 3-4=-1122/107, 4-5=-2529/103, 5-6=-2692/34 BOT CHORD 2-10=-43/1188, 9-10=-43/1188, 8-9=0/863, 6-8=0/2235 WEBS 3-9=-479/117, 4-8=-18/1824, 5-8=-338/158 PLATES GRIP MT20 185/148 Weight: 100 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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.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. 5) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2 and 71 lb uplift at joint 6. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard June 5,2015 WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, oNy MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Omer, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2?J. approval ofthe TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the in Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. G�NE �NG LLC Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. JOb Truss TfU55 Type Qty Ply L2-2853-3L Plan 81504942 B03 COMMON TRUSS 1 4 19927601 Job Reference (optional) PfoBUlid Arlington, Adington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:13 2015 Page 1 I D: bsK4AW9Sgq?oevYFKegYuzFKFj-IwTm_nMPg5QcgoQl BapTwMatvrrtz-jwjdJ241 z9N H K 5-10-11 7-5-6 12-3-0 17-0-10 18-7-5 24-6-0 5-10-11 1-6-11 4-9-10 4-9-10 1-6-11 (r10-11 gI IOx12 Q 13 - -- - 4x12 4x12 �i 4x8 // 10x10 = 5x6 = 3x10 \\ 10x10 = to Scale = 1:55.7 4-1-8 5-2-2 5-11-2 5-1-11 4-1-8 Plate Offsets (X Y)— [1:0-3-8 0-1-8][4:Edge,0-3-81 [7:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.19 9-11 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.34 9-11 >853 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.91 Horz(TL) 0.08 7 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight: 588 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std *Except* 4-11,4-9: 2x4 HF No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (lb/size) 1=1647010-5-8 (min. 0-4-2), 7=13280/0-5-8 (min. 0-3-5) Max Horz 1=-169(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less'except when shown. TOP CHORD 1-2=-23821/0, 2-3=-17871/0, 3-4=-17807/0, 4-5=-17835/0, 5-6=-17882/0, 6-7=-23262/0 BOT CHORD 1-13=0/19574, 13-14=0/19574, 12-14=0/19574, 12-15=0/16901, 15-16=0/16901, 16-17=0/16901, 11-17=0/16901, 11-18=0/11383, 18-19=0/11383, 19-20=0/11383, 20-21 =0/1 1383, 10-21 =0/1 1383, 9-1 0=0/1 1383, 9-22=0/16662, 22-23=0/16662, 8-23=0116662, 7-8=0/19068 WEBS 2-12=0/6155, 2-11=-3135/0, 4-11=0/10255, 4-9=0/10207, 6-9=-2731/0, 6-8=0/5543 NOTES- 1) n/a 2) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 8.Opsf. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2429 lb down at 0-6-12, 2429 lb down at 2-6-12, 2429 lb down at 4-6-12, 2429 lb down at 6-6-12, 2429 lb down at 8-6-12, 2429 lb down at 10-6-12, 2429 lb down at 12-6-12, 2429 lb down at 14-6-12, 2429 lb down at 16-6-12, and 2429 lb down at 18-6-12, and 3286 lb down and 40 lb up at 20-7-9 ContlniJ48%q($$Nr0, The design/selection of such connection device(s) is the responsibility of others. June 5,2015 AWARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless othervAse stated on the TDD, only MiTek connector plates shall be used for this Too to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The ily. approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SECA are referenced for ggeneral guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ' Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENGINEERING c/C Job Truss Truss Type Qty Ply L2-2853-3L Plan 19927801 B1504942 B03 COMMON TRUSS 1 4 Job Reference (optional) Aningion, Anington,vvA`JdzLJ 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:13 2015 Page 2 ID:bsK4AVV9Sgq?oevYFKegYuzFKFj-IwTm nMPg5QcgoQlBapTwMatvrrtzjvjdJ241z9NHK LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 1-19=-16, 19-21=-56, 7-21=-16 Concentrated Loads (lb) Vert: 10=-2429(B) 8=-3286(B) 13=-2429(B) 14=-2429(B) 15=-2429(B) 16=-2429(B) 17=-2429(B) 18=-2429(B) 20=-2429(B) 22=-2429(B) 23=-2429(B) WARNING - Please thoroughly review the "Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise staled on the TDD, only MiTek connector plates shall be used for this TDD to be valld. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2k. approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. Copyright 02014 ProBuild-DrJ Engineering, -LC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENG/NEER/NGLLC Job Truss Truss Type Qty Ply L2-2853-3L Plan ' 19927802 B1504942 C01' GABLE 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:14 2015 Page 1 I D:bsK4AW 9Sgq?oevYFKegYuzFKFj-m618B7N2bPYTHy?U IH KiTZ77r3u4id83yH3bcTz9N HJ -1-1-6 7-0-0 14-0-0 1 1-6 i 7-0-0 7-0-0 1-1-6 4x4 = 3X4 — Scale = 1:31.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.04 7 n/r 180 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) 0.06 7 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud/Std REACTIONS. All bearings 14-0-0. (lb) - Max Horz 2=-103(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 2, 9, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 9 except 2=264(LC 9), 6=264(LC 10), 10=424(LC 1), 8=424(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-341/138, 5-8=-341/137 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 9, 6, 10, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard June 5,2015 WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products' form. Verifydesign parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MITek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The Ek approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capltalized terms are as defined in TPI 1. G�NEERING LLC Copyright 0 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply 1-2-2853-31- Plan i. 19927803 B1504942 CO2 Scissor Truss 2 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fit Jun 05 09:33:15 2015 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-FlbXPTOgMjgKv6agJ?rx?ng7RT9_R1kDAxo99vz9NHl 7-0-0 14-0-0 1 1-6 1-1-6 7-0-0 7-0-0 1-1-6 4x4 11 M N N Scale: 3/8"=l' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.15 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(TL) -0:35 2-6 >464 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.31 Horz(TL) 0.09 4 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 43 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=812/0-5-8 (min. 0-1-8), 4=669/0-5-8 (min. 0-1-8) Max Horz 2=-101(LC 11) Max Uplift2=-72(LC 5), 4=-58(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1052/0, 3-4=-1016/1 BOT CHORD 2-6=0/790, 4-6=0/790 WEBS 3-6=0/599 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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.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. 5) Bearing at joint(s) 2, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 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) 172 lb down and 40 lb up at -0-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-70, 2-6=-16, 4-6=-16 Concentrated Loads (lb) Vert: 7=-129 i PsEPH 4� &N, � �� � June 5,2015 WARNING -Please thoroughly review the "Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2k. approval of the TOO and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for ggeneral guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright O 2014 ProBuild-DrJ Engineering, LLC, (Dr.). Reproduction of this document, in any form, is prohibited without mitten permission from ProBuild-DrJ. Job Truss Truss Type Oty Ply L2-2853-3L Plan ' 199278D4 81504942 D01 " CALIFORNIA TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Artington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:15 2015 Page 1 I D:CZN M?mhg9cNyup71 p07_MOzEfwj-Fl bX PTOgMjg Kv6agJ?rx?ngAIT1 CR2ADAxo99vz9N H I -1- -4 - 14 1-11-1 -62 1-5-4 7-5-14 6- 1-11-15 1-11-15 -6-3- 7% 4 - 1-5, 5x10 - 3x4 = 3x4 = 5x10 = 3x4 = Scale = 1:38.7 Iv 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildeft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.11 8-10 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.95 Vert(TL) -0.36 8-10 >658 180 BCLL 0.0 " Rep Stress Incr NO WB 0.21 Horz(TL) 0.10 8 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 240OF 2.OE *Except* TOP CHORD 3-7: 2x6 DF 240OF 2.0E BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=1640/0-5-8 (min. 0-2-11), 8=1667/0-5-8 (min. 0-2-12) Max Horz 2=46(LC 5) Max Uplift2=-163(LC 5), 8=-169(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2807/300, 34=-2421/300, 4-5=-2421/300, 5-6=-2437/304, 6-7=-2437/304, 7-8=-2836/307 BOT CHORD 2-11=-219/2424, 11-12=-230/2453, 12-13=-230/2453, 13-14=-230/2453, 10-14=-230/2453, 8-10=-201/2440 WEBS 3-11=0/419, 7-10=0/349, 5-11=-290/140 Structural wood sheathing directly applied or 3-8-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf, h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=163, 8=169. 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Girder carries hip end with 8-0-0 right side setback, 8-0-1 left side setback, and 6-0-0 end setback. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 420 lb down and 135 lb up at 12-6-2, and 420 Ito down and 135 lb up at 8-0-1 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 � W 4� ��Q 0X June 5,2015 WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms far Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suilablli7 and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2k. approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. Copyright 02014 ProBuild-OrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENGINEERING LLC Job Truss Truss Type Oty Plan �PlyTL02b2853-31- B1504942 D01 CALIFORNIATRUSS 1 Reference (optional) rouunc ,vmngron, nnngron,vvA ao«a LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 4-6=-132, 6-7=-132, 7-9=-70, 2-8=-30(F=-14) Concentrated Loads (Ib) Vert:4=-420 7=-420 7.500 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:15 2015 Page 2 I D:CZNM?mhg9cNyup71 p07_MOzEfwj-Fl bXPTOgMjgKv6agJ?rx?ngAIT1 CR2ADAxo99vz9N HI WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TOO, orgy MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer. in the context of the IRC, the IBC, the local building code and TPI I. The , approval of the TOO and any fold use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of theBuilding Designer antl Contractor. All notes set out in the TOO and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined In TPI 1. , ENGINEERING LLC Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuiltl-DrJ. Job Truss Truss Type Qty Ply L2-2853-3L Plan 19927805 81504942 D02 ' Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Adington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:16 2015 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-jV8vcpPl7OoBXG9ftiMAY_CT5sTFAU8MPbYihMz9NHH -1-5-4 5-8-7 10-0-0 14-3-10 0-0-0 1 21- -4 1-5-4 5-8-7 4-3-10 4-3-10 5-8-7 1-5-4 i; 44 11 3x8 = .� Scale = 1:37.5 IM O LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.18 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.43 2-8 >541 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.30 Horz(TL) 0.05 6 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=957/0-5-8 (min. 0-1-9), 6=957/0-5-8 (min. 0-1-9) Max Horz 2=-58(LC 6) Max Uplift2=-78(LC 5), 6=-78(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1381/73, 3-4=-1018/51, 4-5=-1018/50, 5-6=-1381/74 BOT CHORD 2-8=-40/1152, 6-8=0/1152 WEBS 4-8=0/580, 5-8=-388/109, 3-8=-388/108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard June 5,2015 AWARNING -Please thoroughly review the "Customefs Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use. Unless otherwise stated on the TDD, only Mnek connector plates shall be used for this TDD to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the OwOwner's* Owner, the authorized agent or the Building Designerin the context of the IRC, the IBC, the local building code and TPI 1. The 12k approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for ggeneral guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENGINEERING L L c Copyright ®2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type _ Qty Ply 1-2-2853-31- Plan Issz7sos $1504942 D02 Common Truss 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:16 2015 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-iV8vcpPl7OoBXG9ttiMAY_CT5sTFAU8MPbYihMz9NHH 5-8-7 10-0-0 14-3-10 20-0-0 21 -4 i 1-5-4 5-8-7 4-3-10 4-3-10 5-8-7 1-5-4 Scale = 1:37.5 4x4 11 m Io 3x8 = " 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets (X,Y)— f2:0-2-10 0-1-8j f6:0-2-10,0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.18 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.43 2-8 >541 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.30 Horz(TL) 0.05 6 n/a n/a BCDL 8.0 Code IRC2009ITP12007 (Matrix) Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 2=957/0-5-8 (min. 0-1-9), 6=957/0-5-8 (min. 0-1-9) Max Horz 2=-58(LC 6) Max Uplift2=-78(LC 5), 6=-78(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1381/73, 3-4=-1018/51, 4-5=-1018/50, 5-6=-1381/74 BOT CHORD 2-8=-40/1152, 6-8=0/1152 WEBS 4-8=0/580, 5-8=-388/109, 3-8=-388/108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard **0, SE3'R b6� June 5,2015 WARNING -Please thoroughly review the "Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The , approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined In TPI 1. ENGINEERING ccC Copyright ®2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without mitten permission from ProBuiltl-DrJ. Job Truss Truss Type Qty Ply L2-2853-3L Plan r :1 19927606 B1504942 D03 COMMON TRUSS 1 1 Job Reference (optional) ProBuild Arlington, Arlington,WA 98223 5-8-7 R 4-3-10 4x4 II 3XB = 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:16 2015 Page 1 ID:CZNM?mhg9cNyup71 p07_MOzEfwj-jV8vcpPl7OoBXG9ttiMAY_CSJsT9AUOMPbYihMzgNHH 4-3-10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d TCLL 25.0 - Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.18 5-7 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.45 1-7 >519 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.30 HOrz(TL) 0.05 5 n/a n/a' BCDL 8.0 Code IRC2009/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std REACTIONS. (lb/size) 1=83510-5-8 (min. 0-1-8), 5=962/0-5-8 (min. 0-1-9) Max Horz 1=-68(LC 6) Max Uplift 1 =-32(LC 5), 5=-79(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1387/85, 2-3=-1032/52, 3-4=-1030/56, 4-5=-1393175 BOT CHORD 1-7=-53/1179, 5-7=0/1163 WEBS 3-7=0/596, 4-7=-388/108, 2-7=-407/117 5-8-7 PLATES GRIP MT20 185/148 1-5-4 Scale = 1:35.9 Weight: 69 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 6) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 5 June 5,2015 WARNING - Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (Le., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suilabili7 and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2k. approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. Al capitalized terms are as defined in TPI 1. Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited vrilhout written permission from ProBuild-DrJ. ENGINEERING L L C Job Tn.�%s Truss Type Qty Ply 1-2-2853-31- Plan Issz76o7 j B1504942 E02 Common Truss 5 1 .loft Reference (optional) ProBuild Arlington, Arlingtori 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:17 2015 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-BhiHg9QwuKw29Pk3QQtP4CIfVGwKv?SWeFH FDoz9NHG 1-1-6 3-3-0 2-2-8 4x4 11 Scale = 1:18.5 3-3-0 Plate Offsets (X Y)— 15:Edge 0-2-0] 2-2-8 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip COL 1.15 TC 0.14 Vert(LL) -0.01 6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.04 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc puffins, except BOT CHORD 2x4 HF No.2 end verticals. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=325/0-5-8 (min. 0-1-8), 5=206/0-1-8 (min. 0-1-8) Max Horz 2=65(LC 4) Max Uplift2=-49(LC 5), 5=-3(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) 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.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. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 8) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS11TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard June 5,2015 WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Starify design parameters and read notes on this Truss Design Drawing (TDD) ndard Terms for Manufactured Products" form. Ve and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The Ily approval ofthe TDD and any field use of the Truss, including handling,storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties ofthe Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties Involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineerfor any building. AR capitalized terms are as defined In TPI 1. ENG/NEER/NG�cc Copyright ®2014 ProBuild-DrJ Engineering, LLC, (OrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply Lz-2853-3L Plan - 19927808 1504942 E04 Common Truss i 1 Job Reference (optional) . Probudtl Arington, Anmgton,VVA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fr Jun 05 09:33:17 2015 Page 1 I D:bsK4AW9Sgq?oevYFKegYuzFKFj-BhiHg9QwuKw29Pk3QQtP4CIewGwcv?DWeFH FDoz9NHG 1-1-6 3-3-0 12-2-8 4x4 - LOADING Ts' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-6 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2012/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud/Std BOT CHORD REACTIONS. (lb/size) 2=320/0-5-8 (min. 0-1-8), 5=199/0-1-8 (min. 0-1-8) Max Horz 2=48(LC 7) Max Uplift2=-32(LC 8) Max Grav2=328(LC 17), 5=21O(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:18.5 0 PLATES GRIP MT20 185/148 Weight: 19 lb FT = 20% Structural wood sheathing directly applied or 5-5-8 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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.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. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 107 lb up at 3-3-0 on top chord, and 17 lb down and 2 lb up at 2-0-12, and 17 lb down and 2 lb up at 3-3-0, and 17 lb down and 2 lb up at 4-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-70, 3-4=-70, 2-5=-16 .Concentrated Loads (lb) Vert:3=34(B) 6=-8(B) 7=-7(6) 8=-7(B) ��QgE�H p June 5,2015 WARNING -Please thoroughly review the "Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verify design parameters and read notes on this Thus Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The 2k. approval of the TDD and any Feld use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties ofthe Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. ENG/NEER/NGLLC Copyright 02014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. Job Truss Truss Type Qty Ply L2-2853-3L Plan ' 19927809 �31504942 F01 Flat Girder 1 1 .14h ReferenrP (optional) ProBuild Arlington, Adington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:18 2015 Page 1 ID:bsK4AW9Sgq?oevYFKegYuzFKFj-ftGf1VQYfe2vmZIF 7PedPlicgBueP?ftvlplEz9NHF 3-11-0 3-11-0 Scale = 1:41.3 65 4 2x4 11 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.01 4-5 >999 240 MT20 1851148 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) -0.00 4 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight: 37 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 HF Stud/Std *Except* 2-4: 2x4 HF No.2 REACTIONS. (lb/size) 5=648/0-4-0 (min. 0-1-8), 4=581/Mechanical Max Horz 5=-164(LC 6) Max Uplift5=-200(LC 4), 4=-197(LC 5) Max Grav 5=717(LC 26), 4=653(LC 25) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-471/209, 3-4=-323/39 BRACING - TOP CHORD 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=110mph-(3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.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. 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 lb uplift at joint(s) except (jt=lb) 5=200, 4=197. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Girder carries tie-in span(s): 7-6-0 from 3-9-4 to 3-11-0; 7-6-0 from 0-0-0 to 3-11-0 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 483 lb down and 27 lb up at 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-136(F=-116), 2-3=-186(F=-116), 4-6=-16 Concentrated Loads (lb) Vert: 7=-483(B) !%C,EPH p a � June 5,2015 WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use. Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The , approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Truss Design Engineer Is NOT the Building Designer or Truss System Engineer for any building. All capitalized terms are as defined in TPI 1. Copyright 02014 ProBuild-DrJ Engineering, LLC. (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. ENG/NEER/NG LLC NN- �o-p(na3^ m=Sv;-oa-nN�offm-Nm0'mmaw o=n��v�Om:EmnSOf �ntAn�m�00o�mm3oy+dmaKWNJN N cNn ~>:onnvm ��M�� mo0'AnO OWcfxl�j=O.�Q a3. N.N3°.'3y �a���;.o°d N�•LC m� to� m 00 m o<.a fD"2Nov0m�°G�ooOo�3a�Ddadcpma2omv^.DO=a0s�o°�o�>Snm�07�0°�mm000'�nm»m_��mmv3m J y m m O� �' d c 7 m a N G!( .JN-. N a g y 3 m a N `d<L y me .N•. J a D. N j p N O �' a C O m a m n m a n A m 0 `o m n o O y m c N RV i y 0 y < O OO O^ci-_N^a CC m3 C`JG m Ny J. 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Fri Jun 05 09:33:19 2015 Page 1 1 D:CZNM?mhg9cNyup71 p07_MOzEfvvj-73q 1 FrRAQxAmOjtSYrwt9dgvx4dONvUo5YmM Igz9NH E -2-2-0 �0-8-3 9-10-0 12-4-5 2-2-0 0-8-3 9-1-13 2-6-5 Scale = 1:32.5 0-8-3 9-10-0 12-4-5 0-8-3 9-1-13 2-G5 Plate Offsets (X,Y)— r2:0-0-2,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.25 2-3 >486 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.40 2-3 >302 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight: 36lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 0-8-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-5-8. (lb) - Max Horz 2=167(LC 5) Max Uplift Al uplift 100 lb or less at joint(s) 4 except 2=-117(LC 5), 3=-212(LC 5) Max Grav All reactions 250 lb or less at joint(s) 4 except 2=441(LC 1), 2=441(LC 1), 3=530(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 85mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; enclosed; MWFRS (low-rise) 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 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. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Ot=lb) 2=117 , 3=212. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 6) This truss is designed in accordance With the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 35 lb down and 75 lb up at 2-4-10, 33 lb down and 56 lb up at 3-3-4, 41 lb down and 28 lb up at 4-10-10, 53 lb down and 52 lb up at 6-7-4, and 52 lb down and 53 lb up at 7-4-10, and 99 lb down and 76 lb up at 9-10-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-70 Concentrated Loads (lb) Vert: 3=-99(B) 5=75(B) 6=56(F) 7=19(B) 8=-53(F) 9=-42(B) June 5,2015 WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. Asa Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC. the IBC, the local building code and TPI 1,,The it approval of the TOO and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (SCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Truss Design Engineer is NOT the Building Designer or Truss System Englneer for any building. Al capitalized terms are as defined in TPI 1. ENGINEERING LLC Copyright ®2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. - Job Truss Truss Type Qty Ply 1-2-2853-31- Plan 19927811 81504942 - J05 Jack -Open 1 1 Job Reference (optional) ProBuild Arlington, Ariington,WA 98223 7.600 s Oct 3 2014 MiTek Industries, Inc. Fri Jun 05 09:33:19 2015 Page 1 I D:CZNM?mhg9cNyup71 p07_MOzEfM-73gl FrRAQxAmOjtSYrwt9dgx94W8NvUo5YmMIgz9NHE -1-1-6 6-0-0 7-4-1 1-1-6 6-0-0 1-4-1 Scale = 1:30.7 6-0-0 66-M Plate Offsets (X,Y)— [2:0-1-11;0-2-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.07 2-5 >922 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.16 2-5 >419 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 8.0 Code IRC2012ITP12007 (Matrix) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except Qt=length) 2=0-5-8, 3=0-1-8. (lb) - Max Horz 2=123(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 4, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5, 3 except 2=355(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=11Omph (3-second gust) V(IRC2012)=87mph; TCDL=6.Opsf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 3. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 8) This truss is designed in accordance With the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard June 5,2015 WARNING -Please thoroughly review the "Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products" form. Verity design parameters and read notes on this Truss Design Drawing (TDD) and the DrJ Reference Sheet (rev. 11-14) before use.Unless otherwise stated on the TDD, only MiTek connector plates shall be used for this TDD to be valid. As a Truss Design Engineer (i.e., Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TDD only, under TPI 1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, the local building code and TPI 1. The approval of the TDD and any field use of the Truss, including handling, storage, installation and bracing, shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of Building Component Safety Information (BCSI) published by TPI and SBCA are referenced for general guidance. TPI 1 defines the responsibilities and duties of the Truss Designer, Truss Design Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wetting by all parties Involved. The Truss Design Engineer is NOT the Building Designer or Truss System Englneer for any building. All capitalized terms are as defined in TPI 1. ,�G/NE/NG LLC Copyright 0 2014 ProBuild-DrJ Engineering, LLC, (DrJ). Reproduction of this document, in any form, is prohibited without written permission from ProBuild-DrJ. FILE Geotechnical Engineering Report 13026 56th Ave S Tukwila, Washington P/N 2172000290 REVIEWED FOR CODE COMPLIANCE APPROVED AUG 042015 Submitted to: Cary Lang Construc ion City of Tukwila Attn: Cary Lang BUILDING DIVISION 29815 24th Ave S Federal Way, Washington 98023 RECEIVr-) UU1.12 4 2015 Submitted by: E3RA, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 ^ORRE TION JR# June 10, 2016 Revised July 21, 2015 Project No. T15064 l &%WI-6 Is7b TUMvti.A PUBLIC WORKS RECEIVED CITY OF TUKWIL.A JUL 2 3 2015 PERMIT CENTER TABLE OF CONTENTS 1.0 SITE AND PROJECT DESCRIPTION ................ 2.0 EXPLORATORY METHODS ............................... 2.1 Test Pit Procedures ................................. 3.0 SITE CONDITIONS ............................................. 3.1 Surface Conditions ................................... 3.2 Soil Conditions ......................................... 3.3 Groundwater Conditions .......................... 3.4 Infiltration Conditions and Infiltration Rate 3.5 Seismic Conditions .................................. 3.6 Liquefaction Potential ..........................:... 4.0 CONCLUSIONS AND RECOMMENDATIONS ... 4.1 Site Preparation ....................................... 4.2 Spread Footings ....................................... 4.3 Slab on Grade Floors ............................... 4.4 Drainage Systems .................................... 4.5 Structural Fill ............................................ 5.0 RECOMMENDED ADDITIONAL SERVICES...... 6.0 CLOSURE............................................................ Page No. .1 .1 .2 .2 .2 .3 .3 .3 .4 .4 .5 .5 .7 .8 .8 .9 10 11 List of Tables Table 1. Approximate Locations and Depths of Exploration........................................................................ 2 Table 2. Laboratory Test Results for Non -Organic Onsite Soils.........:..:.................................................... 4 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 Logof Test Pit TP-1...................................................................................................................................A-2 APPENDIX B LaboratoryTesting Results.............................................................................................................. B-1... B-8 PO Box 44840 Tacoma, WA 98448 253-537-9400 253-537-9401 Fax E3RA June 10, 2015 Revised July 21, 2015 T15064 Cary Lang Construction 29815 24th Ave SW Federal Way, WA 98023 Attention: Cary Lang Subject: Geotechnical Engineering Report 13026 56th Ave S Tukwila, Washington Parcel # 2172000290 Dear Mr. Lang: E3RA, Inc. (E3RA) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the improvements planned at 13026 56th Ave S 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 is a rectangular shaped residential parcel located east of a sharp westerly bend in the Duwamish Waterway, as shown on the enclosed Topographic and Location Map (Figure 1). The property is located in a moderately populated residential area, and is bordered on the north and the south by developed parcels. The lot is orientated lengthwise from northwest to southeast, measuring approximately 225 feet along this orientation. The northwest end of the parcel is bounded by 56th Ave S, whereas the southeast end borders along 57th Ave S. The subject property contains a frontage of approximately 50 feet along each roadway; encompassing a total of 0.26 acres. Improvement plans involve the clearing/stripping of the property and the construction of a single -story, wood -framed residence towards the northwest end of the site, with the back side of the proposed residence being located approximately 90 feet southeast of 56th Ave S. 2.0 EXPLORATORY METHODS We previously explored surface and subsurface conditions at the project site on May 27, 2015. Our exploration and evaluation program comprised the following elements: Surface reconnaissance of the site; One test pit (designated TP-1), advanced on May 27, 2015; Four grain -size analyses performed on samples collected from our test pit exploration; and June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface exploration, and Figure 2 depicts the approximate relative location. The following sections describe the procedures used for excavation of test pit. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATION Termination Exploration Functional Location Depth (feet) TP-1 Approximately 100 feet southeast of the northeast corner of the parcel 13 The specific number and locations of our exploration was 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 exploration 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 pit was excavated with a steel -tracked excavator by an excavation specialist under contract to the owner. An engineering geologist from our firm observed the test pit excavation, collected soil samples, and logged the subsurface conditions. The enclosed test pit log indicates the vertical sequence of soils and materials encountered in each test pit, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our log indicates 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 log also indicates the approximate depths of any sidewall caving or groundwater seepage observed in the test pit. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. A summary log of the exploration is included as Figure A-2. 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 Currently, the project site is undeveloped and largely overgrown. A thick groundcover of five to six foot high blackberry bushes occupies much of the site, except for the far west end where thin alders and tall brush are present. The north half of the westernmost t 60 feet of the site has been partially cleared, surficially dressed with gravel, and is used for storage by the northerly neighbor. Among items occupying this portion of the site are a large boat, work tables, and miscellaneous tools and construction debris. June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report The project area is relatively level, with both the east and the west ends containing a slight dip in grade (less than 15 percent) towards the center of the site, towards a small depression. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Our onsite exploration was performed approximately 15 feet east of the southeast corner of the proposed residence. Underlying a surface mantle of sod and topsoil, we encountered native alluvial deposits in our subsurface exploration. Silt and sandy silt was encountered from near surface elevations to depth of 8'h feet, with the majority of this soil group displaying some degree of mottling. The relative fines content (percent silt/clay) for this stratum generally increased with depth; with soils at near surface elevations having a fines content of 55 percent, and deeper deposits containing 80 percent fines. Underlying the silt deposits, we encountered fine silty sand with intermittent lenses of clean, fine sand. This soil group was continuous to the termination depth of our subsurface exploration; a depth of 13 feet. The uppermost 6 feet of the silt deposits were in a soft in situ -condition, with soils encountered beneath this point grading to medium dense/stiff. 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 exploration 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 exploration. 3.3 Groundwater Conditions At the time of our reconnaissance and subsurface exploration (May 27, 2015), we encountered very slow seepage at a depth of 12 feet; with saturated soil conditions being observed a foot above where groundwater was encountered. Due to the fact that our subsurface exploration was performed outside of what is generally considered the rainy season (October thru April), and the fact that this winter was relatively mild, we assume that groundwater may rise higher than that which we actually observed, and will fluctuate seasonally and with localized precipitation. 3.4 Irifiltration Conditions and Infiltration Rate Based on our field observations and grain size analyses (presented in Table 2, below), it's evident that native soils consist of slowly permeable to relatively impermeable silt at or near surface elevations, extending to depths of t 8'/2 feet below existing grades. Underlying this material, moderate to slowly permeable silty sand soils are encountered, which contain a relative fines content (percent silt/clay) of approximately 22 percent. It is our understanding that infiltration trenches are to be part of the stormwater management plan for this project, and given the relative depth to the more permeable silty sand soils, the upper silt deposits will likely be utilized for infiltration. 3 June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction -13026 56th Ave S, Tukwila Geotechnical Engineering Report 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 % Coarse % Fine % Coarse % Medium % Fine Soil Sample, Depth % Fines Dio Gravel Gravel Sand Sand Sand TP-1, S-1, 2 feet 0 0.1 0.0 1.1 43.4 55.3 -- TP-1, S-2, 4 feet 0 0.1 0.0 1.1 33.5 65.2 -- TP-1, S-3, 6.5 feet 0 0 0 2.4 17.5 80.1 -- TP-1, S-4, 8.5 feet 0 0 0 1.3 76.8 21.9 -- Design Infiltration Rate We determined a design infiltration rate for the native alluvial deposits by performing a USDA Soil Textural Classification of our soil samples, as described in section 3.3.6 of Volume III of the 2005 DOE Stormwater Management Manual for Western Washington (SWMMWW), located on pages 3-75 & 3-76. The upper silt deposits generally correspond to the USDA textural classification of loam, whereas the lower silty sand deposits are classified as loamy sand. Given such, as per table 3.7 of the above section of the SWMMWW, we recommend a long term infiltration rate of 0.13 inches per hour for the upper silt deposits, and a long term rate of 0.5 inches per hour for the lower silty sand deposits. 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 2012 International Building Code (IBC). Using 2012 IBC information on the USGS Design Summary Report website, Risk Category UIUIII seismic parameters for the site are as follows: S5= 1.487 g SMs = 1.338 g SDS= 0.892 g S1= 0.557 g SMi = 1.336 g SD1 = 0.891 g Using the 2012 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/IUIII, 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 silty sand alluvial stratum encountered beneath a depth of 8'/2 feet is marginally liquefiable, and could possibly liquefy during a large-scale seismic event, resulting in post construction settlement. 4 June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report 4.0 CONCLUSIONS AND RECOMMENDATIONS Plans call for the construction of a one story, wood -framed, single family residence towards the northwest end of the subject property. We offer these recommendations: Feasibility: Based on our field explorations, research and analyses, the proposed structures appear 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). . Infiltration Conditions: If onsite infiltration of stormwater is employed in the design of the planned development, we recommend utilizing a long term infiltration rate of 0.13 inches per hour for trenches embedded in the surficial silt deposits, and a long term infiltration rate of 0.5 inches per hour for trenches embedded in the deeper silty sand soils. The following sections 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 W SDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard 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. June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction — 13026 56th Ave S, Tukwila Geotechnical Engineering Report 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 15 inches. Stripping is best performed during a period of dry weather. Site Excavations: Based on our exploration, we expect site excavations will encounter loose/soft alluvial soils which can be easily excavated using standard excavation equipment. Dewatering: Our site explorations encountered very slow groundwater seepage at a depth of 12 feet. Due to the depth at which groundwater was encountered, we do not believe it will adversely affect site development. If groundwater is encountered, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1'hH:IV, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the new residences should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet -weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. 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: • Sur icial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, and root -rich soil 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 Silt: Underlying a surface mantle of sod and topsoil, we encountered mottled, silty soils to a depth of 8'/z feet below existing grade. 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 2 June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report the material, and moisture conditioning should be expected. Alluvial Sil Sand: Underlying the silt stratum discussed in the above section, we encountered fine silty sand, which was continuous to the termination depth of our subsurface exploration; 13 feet below existing grade. This material type contains a relative fines content (percent silt/clay) of approximately 20 percent, and is moderately moisture sensitive. This material type will be difficult to reuse in wet weather conditions, particularly given the fact that is encountered in a saturated in -situ condition. 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 2'/2H: IV) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the residences if the subgrades are 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 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. 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. 7 June 10, 2015 Revised July 21, 2015 ORA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report 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 for and an allowable base friction coefficient of 0.35 for site soils. 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used 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. 4.4 Drainage Systems In our opinion, structures should be provided with permanent drainage systems 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 buildings be encircled with a perimeter drain system to collect seepage H. June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report 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 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. Gradingand nd 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. Because pervious pavement may be planned, import fill should be granular and well draining. 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: June 10, 2015 Revised July 21, 2015 ORA, Inc. T15064 / Cary Lang Construction — 13026 56th Ave S, Tukwila Geotechnical Engineering Report Fill Application Minimum Compaction Footing subgrade and bearing pad 95 percent Foundation backfill 90 percent Slab -on -grade floor subgrade and subbase 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. 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. Consequently, we recommend that E3RA 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 (if required); • 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 (if required); and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). 10 June 10, 2015 Revised July 21, 2015 E3RA, Inc. T15064 / Cary Lang Construction —13026 56th Ave S, Tukwila Geotechnical Engineering Report 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. E3RA 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. Sincerely, TACOZ:\2015 JOB FILES\T15064 Cary Lang Construction -Tukwila Geotech Report\T15064 13026 56th Ave S Tukwila Geotech Report.doc 11 VE" MA, Inc. P.O. Box 44840 Tacoma, WA 98448 TOM up ptted 0E1"11S ffm Viued1W 13026 56th Ave S Tukwila, Washington Topographic and Location Map FIGURE 1 T15064 56TH AVE S a PROPOSED HOMEI 7 + TP-1 x IN TEST PIT LOCATIONS a TP-1 ! 8 I 30 0 30 60 SCALE IN FEET N OTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO E3RA AND OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY E3RA. 50' 57TH AVE S PROPOSED HOMEI 7 + TP-1 x IN TEST PIT LOCATIONS a TP-1 ! 8 I 30 0 30 60 SCALE IN FEET N OTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO E3RA AND OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY E3RA. 50' 57TH AVE S APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PIT MAJOR DIVISIONS TYPICAL NAMES CLEAN GRAVELS GW 'IV WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES GRAVELS WITH LITTLE OR NO FINES GP ?° POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF COARSE FRACTION > GM ° SILTY GRAVELS, POORLY GRADED GRAVEL -SAND -SILT T o 'N IS LARGER THAN GRAVELS WITH MIXTURES NO.4 SIEVE GC CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY Qa N z OVER 15%FINES A MIXTURES co w CLEAN SANDS SW .' .' WELL GRADED SANDS, GRAVELLY SANDS SANDS WITH LITTLE SIP . ; •.' POORLY GRADED SANDS, GRAVELLY SANDS O o OR NO FINES MORE THAN HALF COARSE FRACTION IS SMALLER THAN SM :. SILTY SANDS, POOORLY GRADED SAND -SILT MIXTURES SANDS WITH NO.4 SIEVE OVER 15% FINES Sc CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, MIL SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SILTS AND CLAYS SLIGHT PLASTICITY INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, CL GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, � LIQUID LIMIT LESS THAN 50 LEAN CLAYS O o —_ o C OL ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW w v = PLASTICITY z w — MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE C7 coo SANDY OR SILTY SOILS, ELASTIC SILTS z SILTS AND CLAYS LL �° CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS LIQUID LIMIT GREATER THAN 50 OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt PEAT AND OTHER HIGHLY ORGANIC SOILS 8 Modified California RV R-Value ® Split Spoon SA Sieve Analysis Pushed Shelby Tube SW Swell Test m Auger Cuttings TC Cyclic Triaxial ® 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) CID Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability Q Water Level at Time of Drilling PP Pocket Penetrometer 1 Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 E3RA E3RA, Inc. TEST PIT NUMBER TP-1 3 P.O. Box 44840 PAGE 1 OF 1 E RA, Inc. Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax 253-537-9401 CLIENT Cary Lang Construction PROJECT NAME 130XX 56th Ave S PROJECT NUMBER T15064 PROJECT LOCATION Tukwila, Washington DATE STARTED 5/27/15 COMPLETED 5/27/15 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Owner -Operator GROUND WATER LEVELS: EXCAVATION METHOD Steel Tracked Excavator S7_ AT TIME OF EXCAVATION 12.00 ft LOGGED BY ZLL CHECKED BY JEB AT END OF EXCAVATION — NOTES AFTER EXCAVATION — w a tY U wg F- 2 O MATERIAL DESCRIPTION O 0 Z (0 Q 0.0 —L, Sod and Topsoil 1.3 (ML) Gray/brown mottled sandy silt (soft, moist) (Alluvium) GB S-1 2.5 ML 3.5 (ML) Gray/brown lightly mottled sandy silt (soft, moist) (Alluvium) GB S-2 5.0 ML 6.0 (ML) Gray/brown mottled silt (medium stiff, wet) (Alluvium) GB S-3 7.5 GB ML I 1 1 18.5 S-4 (SM) Dark gray silty sand with interbeds of fine sand (medium dense, wet) (Alluvium) 10.0 SM Q 12.5 113.0 Severe caving observed from 8.5 to 13 feet Slow groundwater seepage observed at 12 feet The depths on the test pit logs are based on an average of measurements across the test pit and should be considered accurate to 0.5 foot. Bottom of test pit at 13.0 feet. APPENDIX B LABORATORY TESTING RESULTS Particle Size Analysis Summary Data Job Name: 13056 S 56th St Tukwila Geotech Job Number: T15064 Tested By: ZLL Date: 6/3/15 Boring #: TP-1 Sample #: 1 Depth: 2 feet Moisture Content % 18.67% Sieve Size Percent Passing (%) 3.0 in. 75.0 100.0 1.5 in. 37.5 100.0 3/4 in. 19.0 100.0 3/8 in. 9.5-mm 100.0 No.4 4.75-mm 99.9 No. 10 2.00-mm 99.9 No. 20 .850-mm 99.5 No. 40 (.425-mm) 98.7 No. 60 .250-mm 96.4 No. 100 .150-mm 82.3 No. 200 .075-mm 55.3 LL PI D10 D30 D60 0.08 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.0 Medium Sand 1.1 Fine Sand 43.4 Fines 55.3 Total 100.0 ASTM Classification Group Name Grayish -brown sandy silt 1 Symbol (ML) (soft, moist) Figure B-1 E3RASoil Classification Data Sheet 0 0 0 c 0 (a Cn c- C� LO M O �. N O a) E .. (D L w U) 0 0 L U o o N r .0. O N m � C O .`. U N o N y a) > ad E v� o ca cn a N N N 1d a L LO LO M ai E m z o O LO D Em.o =3 z o J NH .. -0 am c- �t c c`a o x N O Cl)L 7 N N m LO G. d E _ Cl) O O y W o 0 0 M 0)O OD I- CO O LO C ltMNO OO LU 6uissed WOOJOd Particle Size Analysis Summary Data Job Name: 13056 S 56th St Tukwila Geotech Job Number: T15064 Tested By: ZLL Date: 6/3/15 Boring #: TP-1 Sample #: 2 Depth: 4 feet Moisture Content % 27.3% Sieve Size Percent Passing (%) 3.0 in. 75.0 100.0 1.5 in. 37.5 100.0 3/4 in. 19.0 100.0 3/8 in. 9.5-mm 100.0 No.4 4.75-mm 99.9 No. 10 2.00-mm 99.9 No. 20 .850-mm 99.6 No. 40 (.425-mm) 98.8 No. 60 .250-mm 97.7 No. 100 .150-mm 94.1 No. 200 .075-mm 65.2 LL PI D10 D30 D60 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel 0.1 Coarse Sand 0.0 Medium Sand 1.1 Fine Sand 33.5 Fines 65.2 Total 100.0 ASTM Classification Group Name Grayish -brown sandy silt Symbol (ML) (soft, moist) E3RA Figure B-3 Soil Classification Data Sheet O O 0 c 0 w ; 0 CD O- E m In O N In — co (0 N It O N Q. E N L m m N E U N o O CD O m O o Y O m � C O 7 Y d N N o y N m > ad E U) o m R Vi N V1 � a � CO LO 1O O co— E m Z O 0 U) F-NH D E = Z O J J .. m N * c o m o X W r� O C O M r 7 �L I h m Ln G L CQ. M O O G N U- O O 0 0 O 0 O 0 O I,- 0 0 O LO 0 It 0 0 M 0 N 0 — 0 W 6uissed ;ua3Jad Particle Size Analysis Summary Data Job Name: 13056 S 56th St Tukwila Geotech Job Number: T15064 Tested By: ZLL Date: 6/3/15 Boring #: TP-1 Sample #: 3 Depth: 6.5 feet Moisture Content % 34.8% Sieve Size Percent Passing (%) 3.0 in. 75.0 100.0 1.5 in. 37.5 100.0 3/4 in. 19.0 100.0 3/8 in. 9.5-mm 100.0 No.4 4.75-mm 100.0 No. 10 2.00-mm 100.0 No. 20 .850-mm 99.4 No. 40 (.425-mm) 97.5 No. 60 .250-mm 96.7 No. 100 .150-mm 95.1 No. 200 .075-mm 80.1 ILL PI D10 D30 D60 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel Coarse Sand 0.0 Medium Sand 2.4 Fine Sand 17.5 Fines 80.1 Total 100.0 ASTM Classification Group Name Grayish -brown sift with sand Symbol (ML) (med. st'rff, wet)E3RA I Figure B-5 Soil Classification Data Sheet 0 0 C; c 0 w 0 CD "ar E Cn CM LO co CO a) 2 to CO CL E (D L cN U) m 0 m L u o o O a) N � O N o �3 o Y O o — m � C O L N N N o � �MN o- d� � ^ O E cA m ) Vi £ N (a a L CO U) co COO O E Cc zz O (fl LO �J� H L -0.. E :3-0 O N co a)_O a) H r- H la C 0 m W X N M O C O w. 3 v d co N m a L E � — o 0 in as U. o 0 0 M 0 O 0 O co 0 0 � CD 0 U') 0 0 � 0 M N N 0 — 0 LU 6uissed 4UGOJOd Particle Size Analysis Summary Data Job Name: 13056 S 56th St Tukwila Geotech Job Number: T15064 Tested By: ZLL Date: 6/3/15 Boring #: TP-1 Sample M 4 Depth: 8.5 feet Moisture Content % 20.6% Sieve Size Percent Passing (%) 3.0 in. 75.0 100.0 1.5 in. 37.5 100.0 3/4 in. 19.0 100.0 3/8 in. 9.5-mm 100.0 No.4 4.75-mm 100.0 No. 10 2.00-mm 100.0 No. 20 .850-mm 99.9 No. 40 (.425-mm) 98.7 No. 60 .250-mm 87.0 No. 100 .150-mm 51.6 No. 200 .075-mm 21.9 LL PI D10 D30 0.09 D60 0.17 Cc Cu Size Fraction Percent By Weight Coarse Gravel Fine Gravel Coarse Sand 0.0 Medium Sand 1.3 Fine Sand 76.8 Fines 21.9 Total 100.0 ASTM Classification Group Name Dark -gray silty sand I Symbol (SM) (med. dense, wet) i i E3RA Figure B-7 Soil Classification Data Sheet 0 0 0 c 0 .j o- (/) r O -,t fM CO a) lf) CO O Q. E N L m f6 0 Cal) L U N o N � O N V p c0 0 3 o � H c N N N o N 0 d N > n. d E U) O co a C U) N d _v O a LO U) CO LO c) E N Z O v (O O -NH L � Em- 3 Z O .. "O m O TF c cu o X W U) O C O a co �L co N_ 1 m U, E O c7 O O co U. o 0 0 M 00000000000� O d) 00uj � O � It cocoN � Buissed IUOOJed City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 16, 2015 CARY LANG 29815 24 AVE SW FEDERAL WAY, WA 98023 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0156 FOSTER POINT - LOT 56 - 13026 56TH AVE S Dear CARY LANG, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size l 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. All drawings and documents produced by a design professional shall have a wet stamp and signature (not electronic copies) on each sheet. Engineers plans (civil & structural) submitted do not have original wet stamp and signatures. Provide sheets by design professionals with wet stamp and signature on each sheet. 2. Geotechnical report (Paragraph 4.2 and 4.5) has specific recommendations for the sub soils and foundation preparation for this site. Footings are recommended at 18 to 24 inches. The plan shows 16 inches. Revise plan foundation footing details to comply with the area site soils conditions and what is recommended by soils engineer. Also specify pad size for post an beams in the crawlspace. (Note: engineers "S" sheets foundation notes and details shall be consist with recommendations from the geotechnical report.) 3. In addition to item 2), provide specific details for footing excavation with specifications for backfilling with structural fill and recommended compaction sequences for footing preparation as dictated in the soils report. Provide notes for special inspections from soils engineer or similar third party service for these inspections. Footing details and specifications shall be provided by an engineer with all documentation provided with wet stamp and signature from the design professional in charge. 4. Provide dimensions for roof overhang. Overhangs, to include gutter, shall not extend into the required set back more than 24 inches. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Your site plan sheet 1 of 2 calls for relocated water box & new l" WM by City of Tukwila. Public Works doesn't have any records of this relocation. Per Mike Cusick, P.E., PW Senior Water Engineer @ 206 431-2441 nothing was relocated. In this case revise the callout "owner to cap existing water service and relocate..." 2) On your site plan please cross reference the June 10, 2015 Geotechnical Engineering Report prepared by E3RA, Inc. PO Box 44840, Tacoma, WA 98448, phone (253) 537-9400. 3) Have the geotechnical engineer review your site design plans and provide a letter that the proposed site infrastructure was designed according to the geotechnical recommendations. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accented through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, �Iw I.C. Bill Rambo Permit Technician File No. D15-0156 6300 Southcenter Boulevard Suite #100 • Tukwila Washinuton 98188 • Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0156 DATE: 07/23/15 PROJECT NAME: FOSTER POINT - LOT 56 SITE ADDRESS: 13026 56 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: NWC/ kj 40, Building Division 11 Fire Prevention ❑ Planning Division ❑ A-0 6�45 /* Public Works11 Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 07/28/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08/25/15 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 ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 4ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0156 DATE: 06/26/15 PROJECT NAME: FOSTER POINT - LOT 56 SITE ADDRESS: 13026 56TH AVE S X Original Plan Submittal Response to Correction Letter # DEPARTMENTS: I Aft G61P� �J4 fix Building Division �)S CO►YJZ- Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Revision # before Permit Issued Revision # after Permit Issued , �A Awe- �, 5- Epp v L- 010 Fire Prevention ® Planning Division K Structural ❑ Permit Coordinator ❑ DATE: 06/30/15 Structural Review Required ❑ DATE: DUE DATE: 07/28/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: / Departments issued corrections: Bldg �r Fire ❑ Ping ❑ PW er Staff Initials: lV/� 12/18/2013 City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431-3670 Fax: 206431-3665 Web site: hM2://www.ci.tukwi1a.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, eta Date: ❑ Response to Incomplete Letter # ® Response to Correction Letter # Plan ChecldPermit Number: D 15-U 156 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Foster Point — Lot 56 Project Address: 13026 56 Ave S Contact Person: Summary of Revision: Phone Number: Sheet Number(s): "Cloud" or highlight all areas of revision including date o revision J Received at the City of Tukwila Permit Center by: [�J---Entered in TRAKiT on l l M"oFYUKtARLA #tFRWA1y CEt4TER lapp icadons orms-app ications on line vision submitW Created: 8-13-2004 CARY LANG CONSTRUCTION IN( Washington State Department of Labor & Industries 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 License Home In.icio en Espafol Contact Safety Claims & Insurance 29815 24TH AVE SW FEDERAL WAY, WA 253-661-6880 KING County Business type Corporation Page 1 of 2 Search L&I A-7., .I.nd( Workplace Rights 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— 09/13/2016 Bond DEVELOPERS SURETY & INDEM CO $12,000.00 Bond account no. 796451 C Received by L&I Effective date 09/10/2008 08/09/2008 Expiration date Until Canceled Insurance .............................. Developers Surety & Indem Co $1,000,000.00 https://secure.Ini.wa.gov/verify/Detail.aspx?UBI=601231391&LIC=CARYLCIl01OF&SAW= 8/19/2015 IEX. POWER POLE a 3 E z Ol 0 12 a U I `" X L •� X a + 0 o U ry- aCD 1 LO X o i _1 0 a E a co v X N 1 �n HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 ine h = in ft- FACE OF uTIL1T`°' POLE WmW 0v TRENCH & PATCHING PER ITY STD. RS-03 _........��........ ... C� ......... ......... ...... C� ............ \ CAP XISTI :G WATER SERVICET -me-" A RELOCATE WATER BOX & IN,STAL.L 1" , f ATER METER %He- Pzop�re,7-f 1,lt1 �'........ T _.......... T �............. .............------------- ��............_ Y �. -�—EX. 6" SEWER STUB'1,, z U1 SCALE: NONE EXISTING GROUND JRAP WASHED ROCK ENTIRELY 1ITH FILTER FABRIC (TYP) RIGID !PERFORATED PVC PIPE ID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2" (TYP) PROPERTY LINE B.S.B.L — — RIGHT OF WAY LINE — RIGHT OF WAY CENTERLINE — — — — — — — ADJACENT PROPERTY LINE ------------------ ROOF OVERHANG LINE CORNER SET 4" CONCRETE PAVEMENT 3" CLASS B ASPHAL T OVER 6" CSBC PROPOSED RESIDENCE PROPOSED INFILTRATION & — — — — — — DISPERSION TRENCH FOUNDATION 1.0' GRAVEL STRIP SLOPE 0 N CONCRETE z DRIVEWAY �r WASHED ROCK 3/4"- 1 X" �,>>,;. GRAVEL STRIP DETAIL SCALE: NONE 2.5' CLEAN OUT WYE END CAP OR PLUG FROM PIPE kA ,— 6" RIGID PERFORATED PIPE @ 0.0% NOTCHED GRADE BOARD :i ` ' 15.0' MIN z. A �r A Y ^ ''%� 5.0' M I N I L l: w :., :i w > {' l ROOF DRAIN FOR MORE SOIL INFORMATION, SEE JUNE 10, 2015 GEOTECHNICAL ENGINEERING REPORT 6" SOLID PIPE @ 1.0% MIN. CATCH BASIN OR AREA DRAIN PREPARED BY E3RA, INC. P.O. BOX 44840 WITH SOLID LID TACOMA, WA 98448 ;�Epq�� PERMIT PLAN VIEW PHONE: 253-537-9400 REQUIRED FOR: 13 NTS � �J Eter+ttli�ltcai ROOF DRAIN©f �r4rtt dMnpawith 1 4" PVC DOWNSPOUT DRAIN LINE (3 Plumbing ROOF DOWN SPOUT WITH Tukwila e ' z Q GasPi i OVERFLOW WYE AND foaTn- ': Plevleonswits FINISH GRADE Piping and ma in�'E1C1�8 City c :, :' ... ..:.::.... :. BACKFILL ::.PROV,IDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" WASHED "ROCK :FILTER FABRIC ,. ��,, �,a; -(MIRAFI 100X OR EQUIVALENT) z;( ;r, ' / % I i �'!'Y :s;� yam( �✓ '-- 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 Nt SCALE: NONE N CONSTRUCTION NOTES: O CONSTRUCT (1'W x 18'L x 2'D) GRAVEL STRIP PER DETAIL 2. O CONSTRUCT (2'W x 10'L x 2'D) FOOTING INFILTRATION TRENCH PER DETAIL 1. O3 CONSTRUCT 25' LONG ROOF DISPERSION TRENCH PER DETAIL 3. ® INSTALL 70 LF 1Y2' WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. CITY OF TUKWILA MIGHT REQUIRES AN ADDITION LINE. O5 UTILITY TRENCH (POWER & COMMUNICATIONS). © INSTALL 80 LF 4" PVC SIDE SEWER @ 2.0% MIN. PROVIDE CLEAN OUT N AS REQUIRED. O7 INSTALL 5 LF 4" PVC FOOTING DRAIN (SLOPE TO DRAIN). \ I~, I Y ®INSTALL 10 LF 4" PVC SOLID PIPE @ 0.00%. INSTALL 10 LF 4" PVC ROOF DRAIN (SLOPE TO DRAIN). °mo. I o \ x cr, 10 INSTALL 5 LF 6 PVC SOLID PIPE @ 1.00 /o. il'1i.1 half been. re€�iowed by the Public - 11 EX. POWER & COMMUNICATION LINE D ate t 1t�1' era��t�atee with ettlj.et io ese� - (TO BE RELOCATED AS REQUIRED) nirds. A ice tance is subject to errors an Y is IN hick c not authorize violations of - - - stIndards or ordinances. The responsibility""adquack f the design rests totally with `the- A ditions deletions or revisions to these 50.00' after this date will void this acceptance S3364824" W- require a esubmittal of revised drawings _—.......... �. .-"�^ -.... --—.......— —..........__.........._____.........._.._........... _ . ....... _.......� �qu nt app oval ....—..........—.......... _........... —.....` ' I cep ance is subject to field inspection by + + ` C F�, i .1, YP f-.:: 1) lie Works s inspector. 57TH AVE SOU ,HF� I f�' :•:::15.13 � - Ci- • - Sy IE-11.�4.3 SE — GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,206 SQ. FT. (INCLUDING OVERHANG) TOTAL 2,206 SQ. FT. 2,206 / 11,294=0.195 X 100% = 19.5% MAX. BUILDING COVERAGE REQUIRED: 29.00% OR LESS. IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,206 SQ. FT. (INCLUDING OVERHANG) WALKWAY & PATIO 66 SQ. FT. DRIVEWAY 654 SQ. FT. TOTAL 2,926 SQ. FT. 2,926 / 11,294=0.259X 100% = 25.9% IMPERV. SURF. COVERAGE GROUND SPLASH BLOCK _ �l-.---.:-.«. BEND IF NEEDED i `a 4" SOLID PIPE FINE MESH SCREEN ELEVATION VIEW NTS GALVANIZED BOLTS 0 oM� 4"X4' SUPPORT POST '3J SECTION A -A z N r 6" RIGID PERFORATED PIPE LAID LEVEL WASHED ROCK 3/4" -1 1/2" FILTER FABRIC CORRECTION LTR REFERENCE SHEET SHEET NO. 1 SP1 OF 2 SHEETS H. W ,0 42815 4 �EC1 STERF'° �ww �SSI0 AL E��l Oc L C L U p1 S C W 1v � 00 (a 00 t}'O N E0. Q, Cn LL a =�N 0 V 0 L V--ia J Ln Ul I w Ln o N z z Q � n Cn 7-1 = a = a a a _ J _ J = _ o W z m m m OEW m0z z 0 w _ NOTES: 1. THIS TRENCH SHALL BE CONSTRUCTED SO AS TO PREVENT POINT DISCHARGE AND/OR EROSION. 2. TRENCH AND GRADE BOARD MUST BE LEVEL. ALIGN TO 0 FOLLOW CONTOURS OF SITE. a 3. SUPPORT POST SPACING AS REQUIRED BY SOILFm COPY c� CONDITIONS TO ENSURE GRADE BOARD REMAINS LEVEL. w palmt No* 0 18" O.C. PlanmW8W approval Is mibled to'effm and o Imo' r�2AWWWof CotlRt=Hon doemeft dm not the M of any win ed 00de or otd n . Rey Of BPPMVed Field am " e is ec 2" GRADE T 8 21, y: BOARD NOTCHES Date. m ROOF City of Tukwila DISPERSION TRENCH DETAIL DING DIVISION SCALE: NONE z UG 0 4120 +1 / JYL 23 2115 0 J N E 0 Z T 0 J 0, U w I U) n I 0 rn Ln ry c 0 0 / 0 0 a U ro 0 C N U) N r' 0 Z Q J I 0 n Ln ry C Y `0 / J 0 n C 0 E a 6i 1 L2 0 N r� 7 T� :-OF-_J� -" COL -- -- -- -- -- -- r.:;:.1 WM P a c, i...rV...r} r.. DGE .............. ............................. . . ............ ttY ------- - 56TH AVE S "NOW tqwJTH 72 i \ — ^� s p or \\ I R: i ; f„ %`r 3ri� rry lr. y'r gLr �^3 -�' i�.A, - \-01•�'}.a ..��? �s�v JE ..... ........-------------------- ................ .................... .-, ; r INSTALL C NSTRUCTION ENTRANCE I ? EFL DETAI. THIS SHEET ' ' J `I `imm1'' j � r 4..... I... 1.... ,. ,.. _ d ............. _ . `_.....i %f V � _....................... ...................... ...................... ....................... ...................... ......... s^� vt` 4ti W ......................... �t� W _......... 3•, 3 a ..a. �a SS 7 T, i `\ X .,T L ` W i �1 ,KPILE COVER WITH PLASTIC PER DETAIL THIS SHEET ` \ r INSTALL SILT FENCE PER DETAIL THIS SHEET/ / / X �s. 10.0' MAX. TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC _ -- SEAMS BETWEEN SHEETS MUST ::.......... -- --- _ C:Z� — OVERLAP A MINIMUM OF 12 AND BE WEIGHT — — ED OR TAPED :..—....—:.... : :.....: . :_..., ; PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED PLASTIC COVERING DETAIL PER 2009 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. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, - IF STANDARD STRENGTH FABRIC USED. FILTER FABRIC .............. ............. Z IIII II ... ........ .:............r._.... o .� II II II N U U r f 6' MAX. _ Z 4" MIN POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED BACKFILL TRENCH WITH - 2" X 4" WOOD POSTS. STEEL FENCE POSTS, NATIVE SOIL OR 3/4" - 1.5" REBAR, OR EQUIVALENT WASHED GRAVEL NOTES' FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD 1 / EDGE OF EXISTING / PAVEMENT , FzOP/ INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PER KING COUNTY ROAD STANDARDS GEOTEXTILE UNDERLINE 4" TO 8" QUARRY SPALLS UNDISTURBED GROUND \ r 100' MIN. 15' MIN. PROVIDE FULL WIDE OF INGRESS/EGRESS AREA rl NOTES' AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT-OF-WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. CONSTRUCTION ENTRANCE DETAIL J'hese plans have beeF reviewed by the Public Works Department for conformance .vith current PER 2009 KCSWDM FIGURE C.3.1.A City standards. Acceptance is subject to errors and SCALE: NONE omissions which do n4 authorize violations of adopted standards or ordinances. The responsibility LEGEND for the adequacy- of thr design rests totally with, the designer. Additions, deletions or revisions to these PROPERTY LINE drawings after this date lwilh void this acceptance and will require a resub ittal of revised drawings — for subsequent approval. RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE Final acceptance is subjjet to field inspection bg the Public Works utilities inspector. — — — — — — —ADJACENT PROPERTY LINE Date: L._ By: 3d �S I J� CORNER SET RECEIVED CITY OF TUKWIL A JUL 2 3 2055 REFERENCE SHEET SHEET NO. 2 EC1 OF 2 SHEETS a) rJ Z a o=� W 0 T--- 0 00 O Q � Q Z Y < C.0 J U � (U 9 L. r- U Cn 'L c W �r M � N 00 M ko E a Lt N 0�N O tDD 0 M %rl J Ln V) F- W p N Z Z Q ,Q .-I � CL CL Z M m m z o w z Y U Q 0 Q U a pE. VtE WED F OECMLIL m APPROVE' UJ o UG0420 ity Of T IN PERMIT CENTER I m HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 15= 1 inch = 10 ft. ClINCUL BUILDING CODE: 2012 INTERNATIONAL BLDG. CODE (IBC), AND BY REFERENCE WHERE APPLICABLE THE 2012 INTEF44ATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD ■ 25 PSF (SNOW) ROOF DEAD LOAD ■ 15 PSF FLOOR LIVE LOAD ■ 40 POP FLOOR DEAD LOAD ■ 15 PSF WIND LOAD ■ 10 MPH WIND SPEED, EXPOSURE 'B', RISK CAT. 11 TYPE: V OCCUPANCY GROUP. R-3 GROLp+iD SNOW WIND SPEED SEISMIC DESIGN SMGT t0 DA!t4GE FROM UNMR DESIGN ICE 6141MZ !SAY _ FL= �S AIR FREEZING MEAN ANNUAL FROST L LOAD CA WEA PEF14 1Ei�lNTTE DECAY TEMP. FSQU1RED iNDEX TEMP 25 ( DVD2 MOD 1S SLIGHT- SLIGHT � NO PER LOCAL � � Jl1RI8DICTION ADDITIONAL REQUIRED SUBMITTAL ITEMS ITEMS TO BE SUBMITTED BY THE OWNER OR CONTRACTOR At TIME OF PERMIT SUBMITTAL: - MFG. JST. DESIGN AND LAYOUT IF APPLICABLE (FROM MANUFACTURER) - MFG. TRUSS DESIGN AND LAYOUTS (FROM MANUFACTURER) 11513Z W GENERA UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ,ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 18' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOiLS. BACKFILL t0 BE THOROUGHLY COMPACTED. MINIMUM COMPR -%K STREW3714 (f cJ AT 28 DAYS TYPE OR LOCATIONS OF CONCRETE C"IlgIGTION MODERATE lIE,4T1$RING POTENTIAL U441THER, FOWATION 4 OTHER CONCRETE NOT EXPOSED 2A00 pal TDAWIENT TIE, BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE 2,500 pal FLOOR SLAB. BASEMENT UALLS, FOUNDATION 1114LLS, EXtERIOR WALLS 4 OTHER 2,500 pal (4 V2% air antralnead +/- I In%) VERTICAL CONCRETE WOW EXPOSED TO THE U VATHER PORCHES, CARPORT SLABS 4 STEPS EKPOSW TO THE UEATHER 4 GARAGE FLOOR SLAB. 3,000 al (4 V2% air altralflad +/- 1 V2%) p CONCRETE 'BATCH TICKET' SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40. UNO. (SEE STRUCTURAL) EMPIMM BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 1/4'x3'x3' PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN V OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8' DIAMETER AT 5'-0' O.C. UN.O. WITH MIN. 14 EMBEDMENT METAL FRAMING C"ECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STRUCTURAL CONNECTORS. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. (END CUT SOLUTION BY WOLMANIZED WOOD) PER IRC R3171JJ, 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 BEAMS AND GRADE. 16' MIN. CLEARANCE BETWEEN FLOOR JOIST AND GRADE. DAMFIMOOFNG EXCEPT WHERE REQUIRED BY SEC. R406.1 TO BE WATERPROOFED, FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE DAMPFIROOi-ED FROM THE TOP OF THE FOOTING TO THE FINISHED GRADE. MASONRY WALLS SHALL HAVE NOT LESS THAN 3/8' PORTLAND CEMENT PARSING APPLIED TO THE EXTERIOR OF THE WALL. PARGINGG SHALL BE DAMPPPROOFED iN ACCORDANCE WITH ONE OF THE FOLLOWING. L BITUMINOUS COATING 2.3 POUNDS PER SQ. YD. OF ACRYLIC MODIFIED CEMENT 3. I/V COAT OF SURFACE BONDING CEMENT COMPLYING WITH ASTM C 881 8 4. ANY MATERIAL APPROVED FOR WATERPROOFING IN SEC. R4062 5. OT14ER APPROVED METHODS OR MATERIALS. EXCEPTION: PARGING OF UNIT MASONRY WALLS IS NOT REQUIRED WHERE A MATERIAL IS APPROVED FOR DIRECT APPLICATION TO THE MASONRY. WATERPROOFING R4062,IN AREAS WHERE HIGH WATER TABLE OR OTHER SEVERE SOIL -WATER CONDITIONS ARE KNOWN TO EXIST, EXTERIOR FOUNDATION WALLS THAT RETAIN EARTH OR ENCLOSE INTERIOR SPACES AND FLOORS BELOW GRADE SHALL BE WATERFWOOPED FROM THE TOP OF FOOTING t0 FINISHED GRADE. WALLS SHALL BE WATERPROOFED IN ACCORDANCE WITH ONE OF THE FOLLOWING. i. 2-PLY HOT MOPPED FELT 2. 55 POUND ROOF ROLLING 3.6-MIL POLYVINYL CHLORIDE 4. 6-MIL POLYETHYLENE 5.40-MIL POLYMER -MODIFIED ASPHALT 6.60-MIL FLEXIBLE POLYMER CEMENT i. Ila' CEMENT -BASED, FIBER -REINFORCED, WATERPROOF COATING S. 60-MIL SOLVANT-FREE, LIQUID -APPLIED SYNTHETIC RUBBER EXCEPTION: ORGANIC-SOLVANT-BASED PRODUCTS SUCH AS HYDROCARBONS, CHLORINATED HYDROCARBONS, KETONS AND ESTERS SHALL NOT BE USED FOR ICF WALLS WITH EXPANDED POLYSTYRENE FOAM MATERIAL. USE OF PLASTIC ROOFING CEMENTS, ACRYLIC COATINGS, LATEX COATINGS, MORTARS AND PARGiNGS TO SEAL ICF WALLS iS PERMITTED. COLD-SETTINCs ASPHALT OR HOT ASPHALT SHALL CONFORM TO TYPE C OF ASTM D 449. HOT ASPHALT SHALL BE APPLIED AT A TEMPERATURE OF LESS THAN 200 DEG. F. ALL JOINTS IN MEMBRANE WATERPROOFING SHALL BE LAPPED AND SEALED WITH AN ADHESIVE COMPATIBLE WITH THE MEMBRANE. .T 4 folio DRAFTSTOPPING R302.12 WHEN THERE 16 USABLE SPACE BOTH ABOVE 4 BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ,ASSEMBLY, DR4FTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1000 Sa14RE FEEt. DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY 18 ENCLOSED BY A FLOOR MEMBRANE ABOVE 4 A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEiLING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES. 1. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING. 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. DRAFTSTOPi-'ING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION R302.12 RIREB1 OCKING; R302.11 FIREBLOCKING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) AND TO FORM AN EFFECTIVE BARRIER BETWEEN STORIES, AND BETWEEN A TOP STORY AND THE ROOF SPACE. FIREBLOCKING SHALL BE PROVIDED IN WOOD -FRAME CONSTRUCTION IN THE FOLLOWING LOCATIONS: 1. IN CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AND PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLOWS- I.I. VERTICALLY AT THE CEILING AND FLOOR LEVELS. 1.2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10Ft 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS, AND COVE CEILINGS. 3. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH IRC SECTION R3=1 612' GM) 4. AT OPENINGS AROUND VENTS, PIPES, AND DUCT8 AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. 5. FOR THE FIREBLOCKINCG OF C44MEYS ,AND FIREPLACES, SEE IRC SECTION R1003.19. 6. FIREBLOCKING OF COF4410ES OF A TWO-FAMILY DWELLING IS REQUIRED AT THE LINE OF DWELLING UNIT SEPARATION. FIREBLOCKING SHALL CONSIST OF MATERIALS LISTED IN IRC SECTION P302JLi LOOSE -FILL INSULATION MATERIAL SHALL NOT BE USED AS A FIREBLOCK UNLESS SPECIFICALLY TESTED IN THE FORM AND MANNER INTENDED. THE INTEGRITY OF ALL FIRESLOCKS SHALL BE MAINTAINED. GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R60231 U GYPSUM WALL BOARD AT INTERIOR WALLS TO BE FASTENED ACCORDING TO TABLE R-1023B MINIMUM THICKNESS AND APPLICATION OF GYPSUM BOARD TABLE ICO23.5 THIC106ft OF GYPSUM BOARD APPLICATION OMEWATiON OF GYPBtM MAXMUM SPACNG OF H%WWs MAXIMUM SPACNG OF FASTENERS MWES) Ie:,At1 L TO WA (NC M) BOARD TO T�aArIING MEMBERS (AJC.HES OJCJ AILS WN/o edhselye SCREWS f3 GAGE I-3/8' LONG i9/64' WEAD, AVW' PIA. I-V4' LONG 1W COOLIM NAIL DiA 1-b/8' LONG M/64' MAD OR GYPStM BOARD N IILAIW PM1-S/a' LCW-v CEILNG EITHER DIRECTION 16 T 12 CEILNG ICUL.AR 24 11a11LL EITHER DIRECTION 24 a 12 WALL EITNER DIRECTION 16 8 16 CEILING EM-M DIRECTION 16 T 12 13 GA>sE I-9/8' LONG 19/64' MADPAMI PIA 1-3/8 LONG CEILNG PEF44MICULAR 24 1 12 WALL EIt1,M DIRECTION 24 a 12 ANNULAR-iR NGED 01 COOLS NAIL fdID92' DiAI/4 HEAD OR GYP M BOARD WALL ETTFER OIREGTIOhI 16 8 16 NA/ILfdMDIA I-1/8' LONG FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE COMMON OR GALVANIZED BOX (UNLESS NOTED OTHERWISE) OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NDS) Sd COMMON (0.131' PIA, 2-1/2' LENGTH), 8d BOX (0.113' PIA, 2-1/2' LONG),10d COMMON (0.148' DiA., 3' LONG)10d BOX (0.128' DIA., 3' LENGTH), 16d COMMON (0.162' DIA, 3-1/2' LONG), 16d SINKER (0.148 DIA, 3-1/4' LONG) 5d COOLER (0-086' PIA, 1-5/8' LONG ), rod COOLER (0092' DiA., 1-1/8' LONG) LUMBER TRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. 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 HP 01 - Fb•c315 pal, Fv-150 pal, F_,0300 pal, E0300000p61 2X6 OR LARGER HP 01 - Fb■915 pal, Fv■150 pal, Fc■1300 pal, E-1300000p6T affm 4X DF-L 02 - Fb-900 pal, Fv-180 pal, Fc•1350 pal, E■1600000pel 6X OR LARGER DF-L 02 - F16■815 pal, Fv-110 pal, Fc■600 pal, E-1300000pal STUDS 2X4 HF n - Flon 315 pal, Fv■150 pal, Fc-1300 pal, E0300000p61 2X6 OR LARGER HF 02 - Fb■9T5 pal, Fv-150 pal, FC01300 pal, E-1300000pal POSTE 4X4 HF +2 - Fb■9i5 pal, Fv■150 pal, Fc■1300 pal, E■1300000pa1 4X6 OR LARGER HF 412 - Fb-915 pal, Fv■150 pal, Fc-1300 pal, E■1300000p61 6X6 OR LARGER DF-L h - Fb■1200 pal, Fv■110 pal, FoolOW pal, E■1600000p6l GLUED -LAMINATED BEAM (GLB) SHALL BE 24F-V4 FOR SINGLE SPANS 4 24F-V8 FOR CONTINUOUS OR CANTILEVER SPANS WiT14 THE FOLLOWING MINIMUM PROPERTIES: Fb ■ 2i400 PSI, Fv ■ 165 PSI, Fc ■ 650 PSI (PERPENDICULAR), E ■ IAO0000 PSI. . ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. BEAMS DESIGNATED AS 'PSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb a 2,WO PSI, Fv a 290 PSI, Fr_ a -150 PSI (PERPENDICULAR), E a 20MAWO PSi. BEAMS DESIGNATED AS 'LVL' SHALL HAVE THE MINIMUM PROPERTIES: Fb ■ 2,600 PSI, Fv ■ 285 PSI, Fc ■ '150 PSI (PERPENDICULAR), E a 1,W0,0W PSI. BEAMS DESIGNATED AS 'LSL' SHALL HAVE THE MINIMUM PROPERTIES: Fb a 1,100 PSI, Fv ■ 400 PSI, Fa ■ 680 PSI (PERPENDICULAR), E ■ 1,300,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LISTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM ■ L/480, FLOOR TOTAL LOAD MAXIMUM ■ L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES. TRUSSES SHALL BE DESIGNED 4 STAMPED BY A LICENSED PROFESSIONAL ENGINEER AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SiMPSON OTC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF/WALL/FLOOR SHEATHING: TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16' RATED SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMON a 6' O.C. a PANEL EDGES AND 12' OZ. IN FIELD UiNA. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 3/4' T4G RATED (40/20) SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON AT 6' O.C. a PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SMALL BE 40/20 UNLESS NOTED OTHERWISE. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. WALL FLASHING APPROVED CORROSION -RESISTANT FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH ,AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO OPENINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD, OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS, OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD CONSTRUCTION. 6. At WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. . U&Q= am mmmm WINDOWS SHALL BE INSTALLED AND FINISHED IN ACCORDANCE WITH THE MANU,FACTURER'S WRITTEN INSTALLATION INSTRUCTIONS. WRITTEN INSTALLATION INSTRUCTIONS SHALL BE PROVIDED BY THE MANUFACTURER FOR EACH WINDOW. ALL SKYLIGHTS AND SKY WALLS TO BE LAMINATED GLASS UNLESS NOTED OTHERWISE. SECTION R310-EMERGENCY ESCAPE 4 RESCUE OPNGS SLEEPING ROOMS SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY AND RESCUE OPENING. SUCH OPENING SHALL OPEN DIRECTLY INTO A PUBLIC STREET, PUBLIC ALLEY, YARD OR COURT. THE NET CLEAR OPENING DIMENSIONS REQUIRED BY THIS SECTION SHALL BE MANED BY THE NORMAL OPERATION OF THE EMERGENCY ESCAPE AND RESCUE OPENING FROM THE INSIDE. ALL EMERGENCY ESCAPE AND 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: THE MIN NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MAXiMU.M1 SiLL HEIGHT: MAX. 44' IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN -12' ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24' ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED PER IRC R321.2.1. SAFETY GLAZING SHALL BE INSTALLED IN THE FOLLOWING LOCATIONS OR AS OTHERWISE REQUIRED PER IRC SECTION R3MA I. SIDE HINGED DOORS 2. SLIDING GLASS DOORS AND PANELS IN SLIDING 4 BI-FOLD CLOSET DOOR ASSEMBLIES 3. STORM DOORS 4. SHOWER AND BATH TUB, HOT TUB, WHIRLPOOL, SAUNA, STEAM ENCLOSURES 5. GLAZING W/ THE EXPOSED EDGE WITHIN A 24' ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE CLOSED POSITION 4 BOTTOM EDGE IS LESS THAN 60' ABOVE THE WALKING SURFACE GLAZING GREATER THAN 9 S.F. AND LESS THAN 18' ABOVE FINISHED FLOOR Co. GLAZING IN GUARDRAILS T. GLAZING LESS THAN 18' ABOVE FINISHED FLOOR 8. GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 36' ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS BETWEEN FLIGHTS OF STAIRS AND RAMPS SHALL BE CONSIDERED A HAZARDOUS LOCATION. GENEI?dL MAINTAIN 1' CLEARANCE ABOVE INSULATION FOR FREE AIR FLOW. INSULATION BAFFLES TO EXTEND 6' ABOVE BATT INSULATION INSULATION BAFFLES TO EXTEND 12' ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS FACE -STAPLE FACED BATTS FRICTION -FIT UNFACED BATTS USE 4 MIL POLY VAPOR RETARDER AT EXTERIOR WALLS R-10 INSULATION UNDER ELECTRIC WATER HEATERS. INSULATION MATERIALS INSULATION MATERIAL, INCLUDING FACINGS, SUCH AS VAPOR RETARDERS OR VAPOR PERMEABLE MEMBRANES INSTALLED WITHIN FLOOR -CEILING ASSEMBLIES, ROOF -CEILING ASSEMBLIES, WALL ASSEMBLIES, CRAWL SPACES, AND ATTICS SHALL HAVE A FLAME -SPREAD INDEX NOT TO EXCEED 25 WITH AN ,ACCOMPANYING SMOKE -DEVELOPED INDEX NOT TO EXCEED 450 WHEN TESTED IN ACCORDANCE WITH ASTM E 84 EXCEPTIONS: L WHEN SUCH MATERIAL ARE INSTALLED IN CONCEALED SPACES, THE FLAME -SPREAD AND SMOKE-DEVELOPEMENT LIMITATIONS DO NOT APPLY TO THE FACINGS, PROVIDED THAT THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEXPOSED SURFACE OF THE CEILING, FLOOR, OR WALL FINISH. 2. CELLULOSE LOOSE -FILL INSULATION, WHICH IS NOT SPRAY APPLIED, COMPLYING WITH THE REQUIREMENTS OF IRC R316. 3. SHALL ONLY BE REQUIRED TO MEET THE SMOKE -DEVELOPED INDEX OF NOT MORE THAN 450. INFILTRATION CONTROL EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, PENETRATIONS IN FLOORS, ROOFS AND WALLS AND ALL SIMILAR OPENINGS SHALL BE SEALED, CAULKED, C%4SKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. VAPOR BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED CEILING SPACES AND AT EXTERIOR WALLS. GROUND COVER OF 6 MIL (OM63) BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED 12' AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. POSTING OF CERTIFICATE WSEC R4013 A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE SHALL BE COMPLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR ON CEILING/ROOF, WALLS, FOUNDATION (SLAB, BASEMENT WALL, CRAWLSPACE WALL AND/OR FLOOR), AND DUCTS OUTSIDE THE CONDITIONED SPACES, U-FACTORS FOR FENESTRATION, AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION. WHERE T14EM iS MORE THAN ONE VALUE FOR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING THE LARGEST AREA, THE CERTIFICATE SHALL LIST T14E TYPE AND EFFICIENCY OF HEATING, COOLING, AND SERVICE WATER HEATING EQUIPMENT, DUCT LEAKAGE RATES INCLUDING TEST CONDITIONS AS SPECIFIED IN SECTION R402A.12, AND AIR LEAKAGE RESULTS IF A BLOWER DOOR TEST WAS CONDUCTED. DUCT LEAKAGE TESTING: DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE MAXIMUM DUCT LEAKAGE RATES SPECIFIED IN 2012 WSEC SEC. R4032.2 HVAC DUCTS MAY NOT DISPLACE REQUIRED INSULATION AND BUILDING CAVITIES MAY NOT BE USED AS DUCTS PER R40323 WSEC BUILDING: AIR LEAKAGE TESTING 2012 WSEC SEC, R402AJ.2 TESTING SHALL OCCUR AT ANY TIME AFTER ROUGH IN ,AND AFTER INSTALLATION OF PENETRATIONS OF THE BUILDING ENVELOPE. WHEN REQUIRED BY THE BUILDING OFFICIAL, THE TEST SHALL BE CONDUCTED BY AN APPROVED THIRD PARTY. THE BLOWER DOOR TEST RESULTS SHALL BE RECORDED ON THE CERTIFICATE REQUIRED IN SEC. R4013. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. THE BUILDING OR DWELLING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR CHANGES PER HOUR OR AS REQUIRED PER ENERGY CREDIT SELECTED WITH A BLOWER DOOR PRESSURE SHALL BE 02 INCHES W& 2012 UNIFORM PLUMBING CODE SEC. 312.12 STRAINER PLATES ON DRAIN INLETS SHALL BE DESIGNED AND INSTALLED SO THAT NO OPENING EXCEEDS 1/2 OF AN INCH IN THE LEAST DIMENSION. 312.12.1 METER BOXES SHALL BE CONSTRUCTED IN SUCH AN MANNER THAT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FROM THE BOX INTO THE BUILDING. 312.122 METAL COLLARS IN OR ON BUILDINGS WHERE OPENINGS HAVE BEEN MADE IN WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENINGS SHALL BE CLOSED ,AND PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS SECURELY FASTENED TO THE ADJOINING STRUCTURE. 312.123 TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL SPACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALLATION OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED TO THE ADJOINING STRUCTURE WITH NO OPENING EXCEEDING 1/2 OF AN INCH IN THE LEAST DIMENSION. LrAffwa- WMQ SECTION R404 R404.1 INTERIOR LIGHTING: A MINIMUM OF 15 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES. LIGHTING THAT COMPLIES WITH THE PRESCRIPTIVE STAIRWAY ILLUMINATION PER SEC R303'i IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. STAIRWAY ILLUMINATION SHALL RECEIVE PRIMARY POUTER FROM THE BUILDING WIRING. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. FOR INTERIOR STAIRS THE ARTIFICIAL LIGHT SOURCES SHALL BE CAPABLE OF ILLUMINATION TREADS AND LANDINGS TO LEVELS NOT LESS THAN 1 FOOT -CANDLE (11 LUX) MEASURED AT THE CENTER OF TREADS AND LANDINGS. EXTERIOR STAIRWAYS SHALL BE PROVIDED WiTH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. EXTERIOR STAIRWAYS PROVIDING ACCESS TO A BASEMENT FROM THE OUTSIDE GRADE LEVEL SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE BOTTOM LANDING OF THE STAIRWAY. EXCEPTION: AN ARTIFICIAL LIGHT SOURCE IS NOT REQUIRED AT THE TOP AND BOTTOM LANDING, PROVIDED AN ARTIFICIAL LIGHT SOURCE IS LOCATED DIRECTLY OVER EACH STAIRWAY SECTION. MLLWA AM HZIGHWI 8 PER SEC R602b DRILLING AND NOTCHING OF STUDS SHALL BE IN ACCORDANCE WITH THE FOLLOWING: L NOTCHING. ANY STUD IN AN EXTERIOR WALL OR BEARING PARTITION MAY BE CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25% OF ITS WIDTH. STUDS IN NONBEARING PARTITIONS MAY BE NOTCHED TO A DEPTH NOT TO EXCEED 40% OF A SINGLE STUD WIDTH. 2. DRILLING. ANY STUD MAY BE BORED OR DRILLED, PROVIDED THAT THE DIAMETER OF THE RESULTING HOLE IS NO MORE THAN 60% OF THE STUD WIDTH, THE EDGE OF THE HOLE IS NO MORE THAN 4s' INCH TO THE EDGE OF THE STUD, AND THE HOLE IS NOT LOCATED IN THE SAME SECTION AS A CUT OR NOTCH. STUDS LOCATED IN EXTERIOR WALLS OR BEARING PARTITIONS DRILLED OVER 40ro AND UP TO 60% SHALL ALSO BE DOUBLED WITH NO MORE THAN TWO SUCCESSIVE DOUBLED STUDS BORED. SEE FIGURES R602b(1) AND R6023(2). EXCEPTION: USE OF APPROVED STUD SHOES IS PERMITTED WHEN THEY ARE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DRILLING AND NOTCHING OF TOP PLATE. PER SEC R602/vJ 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 5o PERCENT OF ITS WIDTH, A GALVANIZED METAL TIE OF NOT LESS THAN 0.054 INCH THICK (13ifnm) (16 ga) AND IV2 INCHES (38mm) WIDE SHALL BE FASTENED ACROSS AND TO THE PLATE AT EACH SIDE OF THE OPENING WITH NOT LESS THAN EIGHT Mod NAILS AT EACH SIDE OF EQUIVALENT. SEE FIGURE R602.b.1. EXCEPTION: WHEN THE ENTIRE SIDE OF THE WALL WITH THE NOTCH OR CUT 18 COVERED BY WOOD STRUCTURAL PANEL SHEATHING. 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 1h" 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. - AWED FOR CODE COMPLIANCE APPROVED, AUG 042015 City of Tukwila BUILDING DIVISION RECEi'J�D CITY OF TUKWILA JUN 2 5 2015 PERMIT CENTER ,4LL GLAZING TO BE IN COMPLIANCE WITH THE 2012 W,46HiNGTON STATE ENERGY CODE. • • 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 I 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 N L2.2853.3R Date: 2013 s � t IL ALM QII 1, 011 1 TILATION GALGULATION5 4 REQUIREMENT5 AT LEAST 40% t NOT MORE THAN W% OF nGUftP VENTS 5HA1-L 15t IN UM -UM rUMIUN CAI- VkN I ILA I W ROOF SPACE (NO MORE THAN 3' BELOW THE RIDGE OR HIGHEST POINT) WITH THE BALANCE OF REGINED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806.1 ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE LINDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW VENTILATING OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH I/s' MIN. t 1i4' MAX OPENINGS. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE FREE FLOW OF AIR (MIN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING * VENT LOCATION. BAFFLING OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. IF FEASIBLE BAFFLES SHOULD BE INSTALLED FROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INWARD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, t 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) IA&D ea FT. CJF ATTIC AXWV=V a 4Z7O MI. rt, OF VENTILATION REQUIRED (104 SQ INCHES) UPPER VENTS = %2 Sq. In. (S AFSO VENTS) LOWER VENTS ■ 352 Sq. h 30 EAVE VENTS x 12' PER BLOCK a 335 Sq. In. 15M .` U FT. CA" AI I IU A14rjW V a WX i74t. t• OF VENTILATION REQUIRED (148 Sa INCHES) UPPER VENTS a 14 Sq. In. (2 AP50 VENTS) LOITER VENTS ■ 14 Sq. In. 1 EAVE VENTS x 12' PER BLOCK a 84 Sq. In. 2 AF50 VENT x 5o' PER VENT ■ 100 Sq. In. ® AF50 ROOF VENTS: (50 * IN. PER VENT) NMTL. SAVE VENTING PROVIDED BY (4)-2 VS' DIAMETER 'BIRD HOLES' PER EAVE BLOCK (4)-2 US' DIA HOLES a 14.16 Sq. h W/O MESH NF.A. w/ MESH a 12' Sq. h PER SLOCK ATTIC14 Sa FT. OF AF$.AJW a 24 SaFt.NOTE: WOMR ROOF VENTING PROVIDED BY OF VENTILATION REQUIRED (36 SQ INCHES) COR-A-VENT ROOF-2-WALL VENT EAVE VENTS - 18 Sq. In. (85 SQ IN. PER LINEAL FT) 2 EAVE VENTS x 12' PER BLOCK ■ 24 Sq. In. UPPER VENTS ■ 30 Sq. In. (CONT. ROOF-2-WALL VENT) 85 SQ IN. X 2 LF(TFMS BAY)- 11 Sa IN. PER TRUSS BAY 18 SQ IN. REQUIRED/ 11 SQ We 3 BAYS COR-A-VENT ROOF-2-WALL PROVIDES S5 FREE VENTILA PER LINEAL F (CUT 1' WIDE C IN ROOF DEC. NEAR THE TOI . TION F%�EQ>�Ul r..r-rv.r.VENTIL, 10� up F%�E IENT5 () GAYt YCPI I VJ NMI HEATING EQUIPMENT ALL WARM -AIR FUF44ACES 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 DE%3NNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURRNACE, ENCLOSED FURNACES AN ELECTRIC HEATING FURNACES. LIQUEFIED PETROLEUM GAS -BURNING APPLIANCES SHALT. NOT BE INSTALLED IN A PIT. BASEMENT OR SIMILAR LOCATION WHEN HEAVIER THAN 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. HEATING 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 DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE WSEC SEC. 403JJ VENTILATION GROUP R OCCUPANCIES SHALL BE PROVIDED WITH VENTILATION SYSTEMS WHICH COMPLY WITH THE SECTION M1501 OF THE 2012 AMENDMENTS. IRG AND WASHINGTON STATE MINIMUM SOURCE -SPECIFIC VENTILATION IS REQUIRED IN THE FOLLOWING LOCATIONS AND AS OTHERWISE SPECIFIED: A. BATHROOMS: 50 cfm B. LAUNDRIES: 50 cfm C. WATER CLOSETS: 50 cfm D. KITCHENS: 100 cfm EVERT' FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MFR'S INSTALLATION NSTRUCTIONS 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. E: ::1 ■ 100 SO INCH TRANSFER GRILL PER IRC G2431BA (6145) AS AMEMED BY WA * INTEGRATED UA40LE HOUSE VENTILATION SYSTEMS SHALL C4MPLYri — ri M150132 SYSTEM CONTROLS THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL BE PROVIDED WITH CONTROLS THAT ENABLE MANUAL OVERRIDE. M150133 MECHANICAL VENTILATION RATE THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMINED IN ACCORDANCE WITH TABLE M150133(1) M150_ 13.5.1 INTEGRATED WHOLE -HOUSE VENTILATION SYSTEMS. INTEGRATED WHOLE HOUSE VENTILATION SYSTEMS SHALL PROVIDE OUTDOOR AIR AT THE RATE CALCULATED USING SECTION M150133. INTEGRATED FORCED -AIR VENTILATION SYSTEMS SHALL DISTRIBUTE OUTDOOR AIR TO EACH HABITABLE SPACE THROUGH THE FORCED AIR SYSTEM DUCTS. INTEGRATED FORCED AIR VENTILATION SYSTEMS SHALL HAVE AN OUTDOOR AIR INLET DUCT CONNECTION A TERMINAL ELEMENT ON THE OUTSIDE OF THE BUILDING TO THE RETURN AIR PLENUM OF THE FORCED AIR SYSTEM, AT A POINT WITHIN 4 FEET 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 TO PREVENT T14EWAL SHOCK TO THE HEAT EXCHANGER THE SYSTEM WILL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL AS SPECIFIED IN SECTION MI50132. THE REQUIRED FLOW RATE SHALL BE VERIFIED BY FIELD TESTING WITH A FLOW HOOP OR A FLOW MEASURING STATION. M15013B.2 VENTILATION DUCT INSULATION. ALL SUPPLY DUCTS IN THE CONDITIONED SPACE SHALL BE INSULATED TO A MINIMUM OF R-4. M150-13,53 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 TO TAKE AIR FROM THE FOLLOWING AREAS.- 1. CLOSER THAN 10 FEET FROM AN APPLIANCE VENT OUTLET, UNLESS SUCH VENT OUTLET IS 3 FEET ABOVE THE OUTDOOR AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES OR FLAMMABLE VAPORS. 3. A HAZARDOUS OF UNSANITARY LOCATION. 4. A ROOM OR SPACE HAVING ANY FUEL -BURNING APPLIANCES THEREIN. S. CLOSER THAN 10 FEET FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST 3 FEET ABOVE THE AIR INLET. 6. ATTIC, CRAWL SPACES, OR GARAC,ES. M150-133 MECHANICAL VENTILATION RATE. THE WHOLE HOUSE MECHANICAL VENTILATION SYSTEM SHALL PROVIDE OUTDOOR AIR TO EACH HABITABLE SPACE AT A CONTINUOUS RATE OF NOT LESS THAN THAT DETERMNED N ACCORDANCE WITH TABLE M150'133(1) 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 IN TABLE M150i33(1) MULTIPLIED BY THE FACTOR DWELLING UNIT FLOOR AREA(SP-) NUMBER OF BEDROOMS 0-1 2-3 7 4-5 6--1 >-I AIRFLOW IN CFM <1,500 30 45 60 '15 C.10 11501-3,000 45 60 i5 90 105 3001-4,600 60 15 SO 105 120 4,501-6,000 i5 SO 105 120 135 6,000-1500 50 105 120 135 ISO >-1,500 105 120 135 150 165 % IN EACH SEGMENT 259e4-HOUR 3390 50� 66:� '15s� 100%� FACTOR 4 3 2 15 13 1.0 ZROMIrolm 19,14h7i SEC. M1501 •ENEfYY CREDIT:_5b-EFFICIENT WATER HEATING 15 CREDITS AS MCUIRED -NAT. GAS WATER HEATING SYSTEM W/ A MINIMUM EF OF 0.52 IN PLACE OF HL0 4. -NAT. GAS FURNACE CAN DE 80% EFF. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 042015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF'TUKWILA JUG 2 5 2015 PERMIT CENTER Cool •� W A .;. zM �y� Iy M F—I at th � eV 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: BA.RRIT ORE�SIRSTArNT SHEATHING OR SUBSTRATE FINISH SIDINS SSM TRIM FLASHIN& WITH 5" MIN. VERTICAL LES ORIZONTA L WOOD TRIM /77\ LEFT ELEVATION EAST va•=r_c• 2x& EXTERIOR WAl 1/16' PLY OR OSB SHEATHING, TYP. SIDING PER ELEVA OVER VAPOR BAR PRE -FINISHED CON SHEETMETAL FLASI• COMP. ROOF INCH 0% BARRIER ATOP 1/h OSB SHEATHING, T1 TRUSS OR RAFTER PER PLAN BOARD 4 BATT SIDIN& 5/4xS BAND Ba. YV/ FLASHIN& 5/4x& BABE W/ 1X3 RAKE TRIM 5/4x6 WINDOW , DOOR 4 CORNER TRIM ® FRONT— < 5/4x4 CORNER BD'S SHAKE SIDIN& 6" EXP. HORIZ. SIDINS 5/4xIO BAND K/ FLASHINS CONT. &UTTER STONE VENEER (ACHERED) 1 SIX I MIN, I I 1 11 I INS I SRAM TO SLOPE A AAY FROM FOUNDATION AMIN. � I=RCN7 ELEVA71 ON OF 6 WITHIN THE FIRST 10 COPYRIGHT 2010 NORTH 1 /411= I'-O ". Landmark Design Ind. ALL PJC4 s RESEMeW - MAXIMUM THICKNESS 4 INCHES 4 20 FEET HEIGHT. - SDC DI 4 02 MAXIMUM 4 INCHES THICK 4 MUST HAVE WALL BRACING. - NOT OK TO SUPPORT ADDITIONAL LOADS ON MASONRY VENEER. - 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 01 4 D2 MUST SUPPORT NO MORE THAN 2 SQ FT OF WALL AREA (HOOK INTO VENEER REINFORCEMENT WIRE. - FLASHING TO EXTERIOR REQUIRED AT ALL OPENINGS 4 HORIZONTAL TRANSITIONS. - MINIMUM 3/16 INCH WEEP14OLES REQUIRED ABOVE FLASHING MAXIMUM 33 INCHES ON CENTER - AIR SPACE MINIMUM 1 INCH - 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 R103.71 ............................ 12 �T ............................ .............. ....................... REVIEWED FOR+ - CODE COMPLIANCE APPROVED AUG 0 4 2015 4w I 12 cA to City Tukwila B I G DIVISION .. 12 Rt:.CEI�� CD . � 8 .. .... ...... .. C` OF TIJKliN► A JUj 5 x!I HOUSE NUMBERS 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. R31S.1 z �„ `V •� R A �z �i g Pqk z 1ni i a M �x a 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. R 3. Purchaser should have CENT 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. I Plan No: I L2-2853-3R Date: (o-4-15 OOW HOUSE NUMBERS 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. R31S.1 z �„ `V •� R A �z �i g Pqk z 1ni i a M �x a 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. R 3. Purchaser should have CENT 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. I Plan No: I L2-2853-3R Date: (o-4-15 OOW A N ul �o\o\\m\m000000\��o� ? �o�o\oo\\\o\\\o\o\o\o\o\oo�o\� `�omom\\\\\\EM e • 3 � �, ram•• R LO12 8' CLG. XOX 3'-0' 2'-6�' 4'-11�' �'_0' '1'-0' op 4. 5'-6' 10'-6' 14'10' 1/4"=1'-D" A n @ M L N n 61 r all cal '0 ill b' LANDING AT 'EXIT' DOOR NOT t0 BE LOWER THAN IB INCHES FROM TOP OF THRESHOLD. (R3113.1) 15'-6' 14'-6' 10'-0' 41-21' 4'-0' 4'-0' 3�"�' - 'I'-3' 7'-3' 2'-6' 7'-6' - \ - - - - - - - - - - - - - -' I I � -� IONAL rr METAL FIREPLACE GOYS O I I I I INSTALL PER MFR PO RZH CONC m{ SPE PROVIDE ' So- IN. D.V. OUTSIDE Al $fox&l FX 5/0 0 XO 216xrol0i FX BUILT-IN `I CMMAT ROOM 9' (:LG. METAL FIREPLACE INSTALL PER MFR SPECS. PROVIDE !O' SQ. IN. OUTSIDE AIR D.V. I \ I I Bt II t'IN 13'1113' �r ' 000&WIS, = 5'-6' WHOLE HOUSE VENTILATION: INTEGRATED: INTEGRATED WITH FURNACE SEE SHEET N-2 , FOR REQUIREMENTS. •REFER TO SHEET N-2 TABLE 1501330) 4 150133(2) FOR FAN SIZING AND RUN TIMES VININ6 ROOM 9' CLG. WE DWGtz i� \ O j<IT 9 C HEN G += I d SINK ❑ ut I ii W/ MICRO ABOVE 10YTOg O EF 4'-0' 3'- ' 7'-8' 0 ® - m k\9\9\%) I IXI V II @ O Is . 9' CLG. S.D. I I � N ❑ ������������ ��� _ 1' MIN. SOLID CORE SELF CLOSING WOODATEOERL DOOR itl 20 MIN. RATED 2/ /0 SH 6�41a,46E USE 1/2' GWB ON ALL WARM AND STRUCTURAL WALLS. (1) LAYER 5/8' TYPE 'X' ON CEILIWGS. WRAP ALL EXPOSED POSTS AND SEAMS IN 1/2' GWB NO DUCT OPENINGS `Q IN GARAGE. DUCTS THROUGH CLG OR WALL COMMON TO HOUSE, MIN. 26 GAGE STEEL. 16/0 x 8/0 O.H. DOOR 16'-3' RA. J. 10 5' -6' 1151-0' '-0' 40 I/411 I 1-Du MAIN fL.00 : 1065 SCE. IT . UPPER FL.00R: 1522 50. FT. UPPER ATTIC: 468 50. �T. TOTAL : 2555 50. r-T. GARAGE: 5d1150 . f"T. r-RONT POi :G : '7'7 50. fT. READ'. PORCH: 10'rol 50. FT. COPYRIGHT 2010 Landmark D®aign Inc. ALL RC WS RESERVED FACTOR=0.82) �9 r 0� 8/0 x 670 O.H.DOOR 8'-3' R.O. N BLUE 18 RE RE 4'-6' S'-6' WI Mr=TALL W� PIPING Pl STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. GENERAL NOTES: 1. ALL WORK t0 BE IN CONFORMANCE WITH 2O12 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 t0 MINIMUM 12' ABOVE DRAIN. 6. SHOWER TO BE LIMITED TO MAXIMUM 2B G.P.M. FLOW. '1. ALL GLAZING WITHIN 60' ABOVE DRAIN INLET TO BE AFET1' GLASS. LAZING: WITHIN 24' OF DOOR OR WITHIN 18' or AL TO BE SAFETY GLASS S. SMOKE DETECTORS R314, t0 BE INSTALLED PER SEC R3143 IN THE FOLLOWING LOCATIONS: IN EACH SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPI A IN THE IMMEDIATE VICINITY Or - THE BE,1 OMS. ON EACH ADDITIONAL STORY OF \ \\ HE LL ING, INCLUDING BASEMENTS AND ABLE ATTICS. ALARMS t0 BE INTERCONNECTED IN SUCH A MANNER THAT \ ACTUATION OF ONE ALARM WILL ACTIVATE ALL OF THE ALARMS IN THE INDIVIDUAL UNIT. Koh aSMOKE ALARM -CARBON MONOXIDE COMBO. 10. ��VIDEC���M�DXIDE�����PERSECC���M�OXIDEAL���PER SEC. AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED ON EACH FLOOR 4 OUTSIDE Or - EACH SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS. PER 2012 IRC 4 WA. STATE AMENDMENTS SEC R315.1. 11. INSULATE ALL WATER PIPES PER UPC SEC 312b MINIMUM R-4 INSULATION 12. ALL DUCTS 4 EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-8 PER WSEC R4032J 13. EXHAUST AIR SHALL NOT BE DIRECTED ONTO WALKWAYS. ALL EXHAUST DUCTS SHALL TERMINATE 'OUTSIDE THE BUILDING. PER R303B2. 14. GAS PIPING IS TO BE PROTECTED PER G2415. i. IN CONCEALED LOCATIONS, WHERE PIPING OTHER THAN BLACK OR GALVANIZED STEEL IS INSTALLED THROUGH HOLES OR NOTCHES IN WOOD STUDS, JOIST, RAFTERS OR SIMILAR MEMBERS LESS THAN 11'2 INCHES (38mm) FROM THE NEAREST EDGE OF THE MEMBER, THE PIPE SHALL BE PROTECTED BY SHIELD PLATES. PROTECTIVE STEEL SHIELD PLATES HAVING A MINIMUM THICKNESS OF 0.05-15-INCH (1.463mm) (No. 16 GAGE) SHALL COVER THE AREA OF THE PIPE WHERE THE MEMBER IS NOTCHED OR BORED AND SHALL EXTEND A MINIMUM OF 4 INCHES (102 mm) ABOVE SOLE PLATES, BELOW TOP PLATES AND TO EACH SIDE OF A STUD, JOIST OR RAFTER 15. ATTIC 4 CRAWL ACCESS HATCHES OR DOORS SHALL BE WEATI-ERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 16. WHOLE HOUSE VENTILATION 24 HR TIMER, READILY ACCESSIBLE 4 WITH LABEL AFFIXED t0 CONTROL THAT READS 'WHOLE HOUSE VENTILATION' (SEE OPERATING INSTRUCTIONS) UTILTY ROOM NOTES/MAKE UP AIR: PER IRC G243S 1. WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTRUCTION, THE EQUIVALENT LENGHT OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHALL BE LOCATED WITHIN 6 FEET OF THE EXHAUST DUCT CONNECTION. kWG TRACER 2. INSTALLATIONS EXHAUSTING MORE THAN 200 CFM SHALL BE PROVIDED WITH MAKE UP AIR ZED At NON- ER SERVICE WHERE A CLOSET IS DESIGNED FOR THE z UPC 604.5. INSTALLATION OF A CLOTHES DRYER AN OPENING- WAVING AN AREA OF NOT LESS �WA�EVIEWED FO 100 SO. INCHES FOR MAKE UP AIR SHALL 1OODE COMPLIM PROVIDED IN THE CLOSET ENCLOSURE, APPROVED MAKE UP AIR SHALL BE PROVIDED BY O HER APPR. MEANS. AUG 0 4 2015 No 100 SQ INCH TRANSFER GRILL City of Tukwila BUILDING DIVISP RCCE;'JCD CITY OF-TUKWVILA JUN 2.9 2015 PERMIT CENTER Z T 1.� y 9 CA W 1 C' 0* a A �z z •� y z E M 0 0� �a a 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: L2-2853-3R Date: 6-4-15 FRAMING PLAN 1 /4"=1'-O" �.ONT. OBI.. TO}® 1®L,4Ti z-10 R1610 INSULATION D EXTERIOR 3HAOLO SIDE is OF WAJ..L �X HEAVEIR ♦ -- _V lipI' NITS LSTA30 - HDR 4 SILL TO 3x BLOCKING: (TYP. 2 PLACES) 6x6 P.T. POST ATOP CBSQ BASE t 36'x36'x12' W/ 4-04 BARS F_E.W. T 4' CONC. SLAB - — L -1 OVER 4' COMPACT SAND AND GRAVEL BASE 0 _I 4 BARS 14 18' OTC. 82.0 y —I - —l- —I- —I- - —I- r- M- ►TE 1 1 h r--N I N (TYP OF 2 ) 1/4"=1'-O" 6. 40'-0' It 15'-6' 14'-6' 10'-0' _ ip cn 6 3' AS N �0 4 BARS 18' O.C. F 42'X42'XS CONC FTG. - i -« W/4-04 BARS EA WAY r L 4x4 F.T. POST W/ PB BASE ON 24'x24'x12' -0 CONCRETE FTG. (2 PLACES) 5'-6' 4'-6' 5'-6' 1. PROVIDE MINIMUM 18'-24' CRAWL FRAMING NOTES: FOUNDATION NOTES: ACCECRAWL ACCESS HATCHES OR DOORS SHALL L ALL MULTIPLE JOISTS OR BEAMS MUST BE BOTH 1. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EQUIIVVAALENTTTO TPHEE INSULA INSULATED ON ONT HE SUi ROUNDING SURFACES GLUED DED D�� OUM SdNAILSOT, D41=A IS DE. $OIL S. PROVIDE CRAWL SPACE VENTILATION 2. ALL WOOD IN CONTACT WITH CONCRETE TO BE PER IRC. 2. ALL HEADERS TO BE 48 DF +2 UNLESS NOTED PRESSURE TREATED. • FOUNDATION VENTS SHALL BE PLACED SO THAT THE SOTI-MiWi �T S t ELLS TO E IN.3llLA& tU/INON �W & 3. ALL BEAMS TO BE 4x10 DFL02 ON 4x4 POSTS (4x6 At SPLICES) ON 24' DIA. TOP OF THE VENT IS BELOW THE LOWER SURPACE OF THE FLOOR INSULATION x 8' CONC. PADS UNLESS NOTED g INTERIOR GRADE OF CRAWL SPACE SHALL BE 3. SOLID BLOCK BENT=ATH ALL POINT LOADS FROM OTHERWISE. SLOPED TO DRAIN AND INSURE THE REMOVAL A5OVF_ 4. ALL POSTS TO BE ANCHORED AGAINST OF WATER 4. FLOOR JOISTS SHOULD BE SUPPORTED LATERALLY LATERAL MOVEMENT. 10. PREVENT WOOD TO CONC. CONTACT W/ AN AT EACH D AT EACH SUPPORT BY SOLID BLOCKING 5. SOLID BLOCK At ALL POINT LOADS CONT. FLASHING OR APPROVED OR BY ANOTHER APPROVED METHOD. FROM ABOVE. MEMBRANE 5. ® MSTC 40 STRAPS PER STRUCTURAL 6. FLOOR JOISTS SHOULD BE SUPPORTED IL ® INDICATES 'SIMPSON' HOLDDOWN UNLESS NOTED OTHERWISE LATERALLY At EACH END AND AT 6, QA REFER TO SHEAR WALL SCHED. EACH SUPPORT, BY SOLID BLOCKING OR BY ANOTHER APPROVED METHOD. U. SEE SHEARWALL SCHEDULE FOR QA ANC BOLT SIZE E SPACING. SHT$to P 32'X32' �sryd� 4 10 pF2 TYF o� '-4' 4'- ._2 _7 E r X I � 3' 3' 3' 3'- '-3' 2 ' l 41 � o `sr�D�✓ 141 — A. 1 54 2'-6' tt '0 x I BL T FOR ►1 — s�`,y 42'x42'x8' iv dj�, 14 Q,�`�` _ CONCRETE FTG. EA. WAY SIM. S2fd m 10 10'-2' 61 4' CONC. SLAB F A 9 OVER 4' COMPACT it 9 SAND AND GRAVEL BBASE SLOPE DOORS I `' 6x6 P.T. POST 15 W/ CBQ BASE 82.0 ON 42'x42'x12" CONCRETE 4 WA WAY r � 1-4i 16'-3' -4 44 fCUNDA71 ON F ..AN1 1/4"=1'-O" STHD EDGE DISTANCE 1-1/2' MIN BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. 12' MINIMUM AWAY FROM HOLDOWNS COPYRIGHT 2010 Landmark Design Inc. AI.L RIGHTS RESERVED n J EVrEWED FOR E COMPLIANCE APPROVED AUG 0 4 2015 City of Tukwila i.BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 2 � 20b PERMIT CENTER VENTILATION CRAWL SPACE VENTILATION TOTAL NET FREE ARE USE 3' x 3' x 1/4' REQ'D 1063/150 ■ '1.0 GALVANIZED STEEL PROVIDE SCREENED ; Nt SQUARE PLATE FOR VENTILATION WASHERS FOR ALL 11 VENTS' ANCHOR BOLTS Z y *� 11 Cfj 0­1 A �W H N Go v z rA boo .rA y a i Z oNo �M 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. I Plan No: I L2-2853-3R Date: 6-4-15 %I3 ROOF VENTILATION CALCULAT I ON5 4 REQUIREMENT$ At LEAST 40% 4 NOT MORE THAN W% OF REQUIRED VENTS SHALL BE IN UPPER PORTION OF VENTILATED ROOF SPACE (NO MORE THAN Y BELOW THE RIDGE OR HIGHEST PONT) WITH THE BALANCE OF REQUIRED VENTILATION PROVIDED BY EAVE VENTING. PER IRC 806J ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FOR WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS SHALL HAVE CROSS VENTILATION OF EACH SEPARATE SPACE BY VENTILATING OPENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATING OPENS OPENINGS SHALL BE PROVIDED WITH CORROSION RESISTANT WIRE MESH, WITH I'a' MIN. 4 1/4' MAX. IF EAVE VENTS ARE INSTALLED INSULATION SHALL NOT OBSTRUCT THE PREE FLOW OF AIR (MIN. I' SPACE BETWEEN INSULATION AND ROOF SHEATHING * VENT LOCATION. BAfFL NG OF THE VENT OPENINGS SHALL BE INSTALLED. BAFFLES SHALL BE RIGID AND WIND -DRIVEN MOISTURE RESISTANT. F FEASIBLE BAFFLES SHOULD BE INSTALLED PROM THE TOP OF THE OUTSIDE OF THE EXTERIOR WALL, EXTENDING INU4RD, TO A POINT 6' VERTICALLY ABOVE THE HEIGHT OF NON -COMPRESSED INSULATION, 4 12' VERTICALLY ABOVE LOOSE FILL INSULATION. (ALL CALCULATIONS WILL BE NET FREE AREA) 5EE 8WEET N2 FOR ROOF VENTILATION CALCULATIONS AND LOCATIONS 4X6 PT POE EPC (TYP < 1/4"=1'-D" APPLIANCE IN ATTIC NOTES: PER 2012 IRC MI305.13 1. ATTICS CONTAINING APPLIANCES SHALL BE PROVIDED WITH AN OPENING AND A CLEAR UNOBSTRUCTED PASS- AGEWAY LARGE ENOUCsH TO ALLOW REMOVAL OF THE LARGEST APPLIANCE, BUT NOT LESS THAN 30' HIGH AND 22' WIDE AND NOT LONGER THAN 20' LONG MEASURED ALONG THE CENTERLINE OF THE PASSAGEWAY FROM THE OPENING TO THE APPLIANCE. THE PASSAGEWAY SHALL HAVE CONTINUOUS SOLID FLOORING, NOT LESS THAN 24' WIDE. A LEVEL SERVICE SPACE AT LEAST 30' DEEP 4 30' WIDE SHALL BE PRESENT ALONG ALL SIDES OF THE APPLIANCE WHERE ACCESS IS REQUIRED. 2. PROVIDE A LUMINAIRE CONTROLLED BY A SWITCH LOCATED AT THE REQUIRED PASSAGEWAY OPENINGS AND A RECEPTACLE OUTLET SHALL BE PROVIDED AT OR NEAR THE APPLIANCE. 3. PROVIDE 2XI2 PLATFORM W/ 2-LAYERS 3/4' PLYWOOD ATOP BOTTOM CHORD OF MFG. TRUSS THAT MEETS THE REQUIRED CLEARANCES. USE R413 INSULATION UNDER PLATFORM. (1 LAYER OF R-35 HIGH DENSITY (10 1/49 4 1 LAYER R-11 (3 1/29 4. NO AIR CONDITIONING TO BE INSTALLED AT ATTIC. (TYP OF 2) ROOF OVERFRAME NOTES: 1. RAFTERS SHALL BE FRA IM TO 2X RIDGE BOARD PER PLAN. RIDGE BOARD SHALL NOT BE LESS IN DEPTH THAN THE CUT END OF THE RAFTER AT ALL VALLEYS AND HIPS THERE SHALL BE A 2X VALLEY OR HIP RAFTER AND NOT LESS IN DEPTH THAN THE CUT END OF THE RAFTER (FULL COVERAGE AT RIDGE, HIPS AND VALLEYS) VANIZED MT . DR41N PAN WITH WET SWITCH. DENSATION INE FROM FURNACE TO EXTERIOR TILATION: ::E SEE SHEET N-2 -BLE 150133(1) 4 G AND RUN TIMES UCT FOR .0 DAMPER OLS ARE TO :QUIRED FRESH ROOF FRAM11 L ALL HEADERS TO BE 48 DF 02 UNLESS U NOTED OTHERWISE. MEADE" AT EXTERIOR WALLS 4 WARM WALLS TO BE INSULATED W1 R-10 RIGID INSULATION 2. ALL OTHER TRUSSES: • SHALL CARRY MAN FACTURERS STAMP. • SHALL HAVE DESIGN DETAILS AND SPEC- IFICATIONS ON SITE FOR FRAME INSPECTION. SHALL BE INSTALLED AND BRACED PER MANUFACTURERS SPECIFICATIONS. 3. NO TRUSS SHALL BE FIELD -MODIFIED WITHOUT UPPER PRIOR CONSENT OF THE TRUSS ENGINEER AND THE BUILDING DEPARTMENT. 4. PROVIDE ATTIC ACCESS MIN"22W' PER IRC SEC W IJ ACCESS HATCHES OR DOORS SHALL _ BE WEATHERSTRIPPED AND INSULATED TO A LEVEL EQUIVALENT TO THE INSULATION ON THE SURROUNDING SURFACES 5. PROVIDE ATTIC VENTILATION PER IRC SECTION RW6. ALL FRAMING TO COMPLY WITH IRC SECTION R802. (P. NO EAVE VENT OR GABLE VENTS ARE ALLOWED ON WALLS WHERE THE ROOF OVERHANG IS V OR CLOSER TO THE PROPERTY LINES PER 2012 IRC, TABLE 3=00). 1. QA REFER TO SHEAR WALL SCHED. 1/4" S 1'-G I' '.ONT. DBL. TOP PL.ATL It-10 RI60 INSULATION P EXTBRIOR SIDE 012 WALL SHADED AR AJ 4X HEADER KING STUD EXTERIOR PLYWOOD ll:i I�uLTif�ii HEAD=`RANBULATICN DETAIL NT5 COPYRIO Landmark ALL ITS CORRECTION REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 4 2015 of Tukwila NG DIVISION RECEIVED TUD NOTCHING CITY OF TUKWILA &Q BORIl'1 JUL 2 3 2015 NOTE- - BEARING OR EXTERIOR WALL FASTENERS FOR TREATED NOTCH 25%, BORING 40%. WOOD TO BE HOT -DIPPED - 6090 BORING IF DOUBLED 4 GALVANIZED, STAINLESS LESS OR EQUAL SUCCES STEEL, SILICONE, BRONZE - NON -BEARING MAXIMUMjr OR COPPER. 40%, BORING 60%. PERMIT CENTER e z i +� a z� Alk Ili y oC obi®. � z o L a � ONO �M ® N N x 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: L2-2853-3R Date: 1-21-15 r oil - HOLES NO CLOSER THAN;, INCH TO FACE OF STUD. i l,U/ IN 36" AF50 ROOF VENTS (50 50. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS 5LOCKING 2 x8 FASCIA 50,AR10 1/16" LP FLAME$LOCK FIRE - RATED 055 SHEATHING WATER 5yARRIER 2x(o STUDS -9 16" O.C. W1 R-21 F15ERGLrASS INS. EXTERIOR FACING 5/8" TYPE "X" GW5 APPLIED VERTICALLY ,AND NAILED TO STUDS W1 MIN, 1 1/8' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8' O.C. W ALL50ARD JOINTS MUST 5E COVERED UJ/ TAPE ,AND JOINT COMPOUND, SAND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. 51/2' THICK, NOMINAL 2B PCF DENSITY UNFACED MINERAL F15ER 5ATT INSULATION, FRICTION INTERIOR FIT 5ETUJEEN WOOD STUDS fro" EXTERIOR 5/8' TYPE "X" GW5 ,APPLIED VERTICALLY ,AND NAILED TO STUDS UJ/ MIN. 1 1/6' DRYWALL NAILS OR CODE COMPLIANT SCREWS. SPACED 8" O.C. W ALL50ARD JOINTS MUST 5E COVERED UJ/ TAPE SAND JOINT COMPOUND, ,AND FASTENER HEADS COVERED UJ/ JOINT COMPOUND. COMPOSITION ROOF W/ 300 INTERWOVEN FELT ON 1/2' 24/0 PLYWOOD SHEATHING ALL ROOF FLASHING TO BE MIN. 26 GA GALV. STEEL. ROOF DRIP EDGES PER SEC. R9052.8B PROVIDE DRIP EDGE AT EAVES t GABLES W/ A MIN. 2' OVERLAP. 2x SCREENED EAVE - VENT BLOCKS W/(4) 2 La' HOLES EACH - PROVIDE APPROVED INSULATION BAFFLE TO ENSURE 1' MIN. AIR SPACE. TYPICAL EXTERIOR WALL (2) 2x6 TOP R 2x6 STUDS 0 IV O.C. 1/2' SHT'G (APA RATED 24/0) WATER PROOF BARRIER EXTERIOR SIDING PER ELEVATION R-21 INSULATION W/ CONT. VAPOR BARRIER (WARM SIDE) TIGHTLINE 2x& STUDS 1V O.C. MIN. -1/1ro' CATAGORY LP FLAME5LOCK W/ PYROTITE SURFACE FACING OUT EXTERIOR FACING 1. F 15 ER CEMENT 5O ARD 2. T-1-11 SIDING 3. WOOD STRAND OR F15ER PANEL 4. CEMENT I T I OUS STUCCO 5. DIAMOND WALL INSULATING STUCCO 6. STEEL SIDING . i.• 4. MIN. 6X6 PT POST LP FLAME5LOCK FIRE - RATED 05oR5HE,4T�-IINC�s N8' TYPE W GYP SHT'G SIDING OR TRIM PER PL,4N POST DELESFOR � AN STRUCTURES FROM PROPERLY LINE UJ/ IN 36" ,AF50 ROOF VENTS (50 SQ. IN. NET FREE AREA) SOLID TIGHT FITTING TRUSS 5LOCKING FASCIA 50,ARD 2x STUDS -PER PLAN "1/16" SHEATHING SIDING PER PLAN ATTIC VENTILATION STAIR NOTES: PER IRO R31L1 • SM43EM To BE FIF9 ®LOCKED AT BOTH TOP AND BOTTOM. • ALL USABLE SPACE UNDER STAIRS TO BE I HOUR CONSTRUCTION, • MAXff W RISE TO BE 1-3/4. • MNIMILM RUN TO BE 101. • MIN"M HEAD HE*W TO BE 6'-S'. • MNIIMUM STAIR WDTH TO BE 36'. • PROVIDE CONTNUOUS NAND RAIL 34' TO 3V OFF TREAD NOSNG AND MUST EXrEw BEYOND BOTTOM TREAD. • PROVIDE GUARD RAILS AT LANDINGS MINIRWI 36' HIGH till CLEAR SPACE • HA4 GRIP PORTION OF HANDRAIL SHALL BE NOT LESS I V4' NOR MORE THAN 2' N CROSS SECTIONAL PIK. , • WNDMG TREADS PER IRC R3102%2.1 • SPIRAL STAIRS PROVIDE MN i V2' RUN a A PONT 12' FRCM WHERE TREAD IS NARROU88T PER IRG R3IL1-WJ CONT. HANDRAIL 34'-38' - ABOVE TREAD NOSNG. PICKETS PER IRC ON OPEN SIDE I' PT RISERS P.T. 2XI2 TREADS TO am 36'X36' MIN. AT LEAST 40% < 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 SAVE VENTING. - BEARING OR EXTERIOR WALL NOTCH 25 %, BORING 4096. - 6096 BORING IF DOUBLED t LESS OR EQUAL SUCCESSIVE STUDS. - NON -BEARING MAXIMUM NOTCH 4006, BORING 60%. - HOLES NO CLOSER THAN 5/8 INCH TO FACE OF STUD. HANDRAIL TO ee PRESENT ON 4' SPHERE SHALL ON AT LEAST ONE SIDE OP STAIR; NOT PASS TIIROUCsH HANDGRIP PORTION OF MANORAILS SHALL HAVE CIRCULAR CROSS SECTION OF I11s' MIN. 4 2' MAX. EDGE8 SHALL HAVE A MIN. RADIUS OF I's'. 4 .G• AJ.L REQUIRED WARDRAILS TO BE M' MIN. IN FIGHT. OPENIAS FOR REQUIRED GUARDS ON THL= SIDES OF STAIR TREADS SHALL NOT ALLOW A St• M 4 WAM (Mm) TO PASS T1 WUGK r IvIls1�— W SPHERE UNA®LE TO PASS THROW" OPENMCs MOW STAIR INSTALL lit' + CEILMG, AND IL14L1.6 (3) 2XI2 STRII iWRS FIRE BLOCK M • MID -SPAN AND IN STUD U4LL6 ALCM AND N LICE UM 81RlhKERB P AREA UsIm T1•IRUST BLOCK STAW 18 UIfNMW INTERIOR DECK JOISTS PER PLAN Dft JST -� AT EA1R 3-2XI2 P.T. STRItE 'LXT RIOR NO SCALE AL STAIR DETAIL AND NOTES FIRE BLOCKING AND DRAFTSTOPPING PER SEC. 302JI 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 d FLOOR LEVELS B. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10' -0' 2. AT ALL INTERCONNECTIONS BETWEEN CONCEALED VERTICAL AND HORIZONTAL SPACES SUCH AS OCCUR AT SOFFITS, DROP CEILINGS AND COVE CEILINGS. B. IN CONCEALED SPACES AT STAIR STRINGERS AT THE TOP AND BOTTOM OF THE RUN. ENCLOSED SPACES UNDER STAIRS SHALL COMPLY WITH SEC. R302:1 4. AT OPENINGS AROUND VENTS, PIPES, DUCTS, CABLES AND WIRES AT CEILING AND FLOOR LEVEL, WITH AN APPROVED MATERIAL TO RESIST THE FREE PASSAGE OF FLAME AND PRODUCTS OF COMBUSTION. =1� 9 a O LU -o AIL REVI EWED FOR z CODE COMPLIANCE 3 �1�1 APPROVED AUG 0 4 2015 Cit/ Of Tukwila BUILDING DIVISION RECEIVED CITY 0F`TUKWILA JUN 2 5 2015 PERMIT CENTER z W ..a Z o yoNO A z y •� z oNo M O N Na 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. 1 Plan No: I L2-2853-3R Date: 6-4-I5 FOUNDATION DRAIN: 4' DIA. PERT. PIPE PEA GRAVEL FILL WRAP W/ FILTER FABRIC COPYRIGHT 2010 Landmark Design Inc. ALL RIGHTS RESERVED UILDIN6 SECTION 3/8"=1'-oil 4. - BEARING OR EXTERIOR WALL NOTCH 25%, BORING 40%. - 60% BORNG IF DOUBLED E LESS OR EQUAL SUCCESSIVE STUDS. COPYRIGHT 2010 Landmark Design Ino. ALL RIGWS RESERVED U I 1-,D I N6 SECTION M REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 4 2015 City of Tukwila BUILDING DIVISION RECENED CITY OF TUKWILA JUN 2 5 2015 PERMIT CENTER z V W4.a Ada z `O 00 y z O �V •on z 00 M ® N� O ~w 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: L2-2853-3R Date: - NON -BEARING MAXIMUM NOTCH 40%, BORING 60%. - HOLES NO CLOSER THAN We INCH TO FACE OF STUD. 5/811 = 1'—oil UFFER ATTIC STAIR AIR MAIN FLOOR EL.ECTRICAL, COPYRIGHT 2010 Landmark DeaIgn Ina. ALL Rr-44TS RESERVED STAIRWAY ILLUMINATION PER SEC 303.1 IRC ALL INTERIOR AND EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH MEANS TO ILLUMINATE THE STAIRS, INCLUDING THE LANDINGS AND TREADS. INTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF EACH LANDING OF THE SYAIRWAY. EXTERIOR STAIRWAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE TOP LANDING OF THE STAIRWAY. ELECtRIC:AL IGEY _ E',�WED FOR OVERHEAD 0 CODE COMPLIANCE CAN APPROVED OUTLET AUG 0 4 2015 DUPLEX OUTLET 220V OUTLET City of Tukwila R ILDING DIVISION COMBO. EXT. PAN (VTOS) t LIGHT COMBO SMOKE ALARM- -SM.- R E C E.1 V E 0 CARBON MONO. DET. ° CITY OF* TU K W I L A 'BACKUBATTERY CABLE T.V. JACK ® JUN 2 5 2015 PHONE o PERMIT CENTER UNDER COUNTER LIGHTS GAS OUTLET HOSE BIBS EXT. PAN VTOS oe Z Mai i A g W❖a z gig z pippp y l� M O �a 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 IUCT1 designer, archi— or structural engineer. Plan No: L2-2853-3R Date: 6-4-15 II GENERAL STRUCTURAL NOTES ALL CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE INTERNATIONAL BUILDING CODE (IBC), 2012 EDITION, WITH WASHINGTON STATE AMENDMENTS. DESIGN LOADS: ROOF LIVE LOAD 25 P5F (SNOW) DEAD LOAD 15 PSF FLOOR LIVE LOAD 40 P5F (RESIDENTIAL) DEAD LOAD 10 P5F WIND BASIC WIND SPEED 110 MPH (3 SECOND GUST, ULTIMATE LOAD) RISK GATAGORY II, EXF05URE B, KZL = 1,0 SEISMIC EQUIVALENT LATERAL FORCE PROCEDURE BEARING WALL SYSTEM (LIGHT -FRAMED WALLS) 5ITE CLASS: D SEISMIC DESIGN CATAGORY: D 55 = 1.5 - IBC FIGURE 1613.5(l) 505 = 1.0, IE = 1.0, R=6.5 C 5 = 0.154 INSPECTIONS: NO 5PECIAL INSPECTIONS ARE REQUIRED, NOTIFY THE BUILDING DEPARTMENT FOR INSPECTIONS REQUIRED BY LOCAL ORDINANCE. ALL PREPARED SOIL BEARING SURFACES SHALL BE INSPECTED BY A 501L5 ENGINEER PRIOR TO PLACEMENT OF REINFORCING STEEL. FOUNDATIONS: PLACE FOOTINGS ON NATIVE OR COMPACTED 501L WITH 1,500 PSF BEARING CAPACITY (ASSUMED) BOTTOM OF EXTERIOR FOOTINGS SHALL BE MINIMUM I'-&" 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, 2012 EDITION. MATERIALS SHALL BE PROPORTIONED TO PRODUCE A DENSE, WORKABLE MIX HAVING A MAXIMUM SLUMP OF 4 INCHES WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. USE MINIMUM F'c = 3,000 P51 WITH 5.5 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 5.2 GALLONS OF WATER PER 94 LB 5ACK OF CEMENT. ALL CONCRETE SHALL CONTAIN AN AIR ENTRAINING AGENT, THE AMOUNT OF ENTRAINED AIR SHALL BE 41/2`ro f1.5ia BY VOLUME, MAXIMUM SIZE OF AGGREGATE 15 11/2". ALL CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CON5TRUCTION OR EXPANSION JOINTS UNLE55 SHOWN OTHERWISE, CONCRETE PURvEYOR5/5UPPLIER5 DELIVERY OR BATCH TICKET TO BE ON JOB 5ITE FOR BUILDING INSPECTOR VERIFICATION. REINFORCING STEEL: ALL ALL REINFORCING STEEL SHALL BE MINIMUM GRADE 40 (GRADE 60 IF NOTED) DEFORMED BARS IN ACCORDANCE WITH ASTM SPECIFICATION A-615. LAP ALL SPLICES 32 BAR DIAMETERS OR 1'-6" MINIMUM UNLE55 OTHERWISE SHOWN. PROVIDE ELBOW 5AR5 (32 DIA.) TO LAP HORIZONTAL STEEL AT CORNERS AND INTERSECTIONS IN FOOTINGS AND WALLS. REINFORCEMENT SHALL BE ACCURATELY PLACED AND ADEQUATELY SUPPORTED BY APPROVED CHAIRS, SPACERS, OR TIES AND SECURED IN PLACE DURING GROUT OR CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR REINFORCING STEEL: USE SLAB AND WALL BARS: PROTECTION INTERIOR FACES 11/2" EXP05ED TO WEATHER OR EARTH 11/2 (15 AND SMALLER) 2" (06 AND LARGER) FOOTING BAR5 3" TIMBER: ALL LUMBER SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE: BEAMS DF12 OR BETTER POSTS HF02 OR BETTER 2x FRAMING HF12 OR BETTER ALL 2x TIMBER SHALL BE KILN DRIED. ALL GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER", LATEST EDITION. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRE55URE TREATED, RE -TREAT ALL CUT ENDS, NOTCHES, AND DRILLED HOLES IN ACCORDANCE WITH AWPA M4. MAINTAIN MINIMUM 6" CLEAR BETWEEN WOOD AND EXPOSED EARTH. MAINTAIN S" CLEAR BETWEEN EXF05ED EARTH AND NON -TREATED WOOD AT EXTERIOR FOUNDATION WALLS. ALL NAILS SHALL BE GALVANIZED BOX OR COMMON NAILS. FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR 5TAINLE55 STEEL IN ACCORDANCE WITH SECTION IBG 2304.9.5. ALL MINIMUM NAILING SHALL BE PER IBC TABLE 2304.9.1 U.N.O. MACHINE BOLTS TO BE A-301. BOLT HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROvIDED WITH STANDARD CUT WASHERS, M15CELLANEOU5 HANGERS TO BE '51MP50N' OR ICC APPROVED EQUAL. ALL HANGERS TO BE FASTENED TO WOOD WITH PROPEL NAILS AND ALL HOLES SHALL BE NAILED. GLUED LAMINATED UJI00D MEMBER5: GLUED LAMINATED WOOD BEAMS (GLB) TO BE IN ACCORDANCE WITH ANSI/AITC STANDARD A190.1, AMERICAN NATIONAL STANDARD FOR STRUCTURAL GLUED LAMINATED TIMBER. USE 5TRE55 GRADE COMBINATION 24F-V4 (Fb = 2,400 P51) FOR SIMPLE SPANS AND 24F-V5 FOR CANTILEVER AND CONTINUOUS SPANS. SIMPLE SPANS SHALL BE CAMBERED ON A 3500' RADIU5 U.N.O. GLUE SHALL BE GA5EIN WITH MOLD INHIBITOR. UNLE55 OTHERWISE SPECIFIED, SEALER SHALL BE APPLIED TO ENDS OF ALL MEMBERS, BOTTOM LAMINATION TO BE FREE OF UNSOUND KNOTS LARGER THAN 1/2" DIAMETER. AITC STAMP AND CERTIFICATION REQUIRED, PREFABRICATED J015T5: 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'5 DRAWINGS AND INSTALLATION INSTRUCTIONS. CONSTRUCTION LOADS BEYOND THE DESIGN LOADS ARE NOT PERMITTED. PROVIDE ERECTION BRACING UNTIL SHEATHING MATERIAL HAS BEEN INSTALLED. PROVIDE SOLID BLOCKING AT CONCENTRATED LOADS FROM ABOVE AND WEB STIFFENERS PER MANUFACTURER'5 DIRECTIONS, J015T HANGERS TO BE 51ZED AND PROVIDED BY THE MANUFACTURER OR SUPPLIER. LAMINATED VENEER LUMBER (LVL): LAMINATED VENEER LUMBER (LVL) TO BE BY TRU55 J015T WEYERHAEUSER (MIGROLAM) OR APPROVED EQUIVALENT (Fb = 2,600 P51, E = 1,900,000 P51). MATERIAL SHALL BE DESIGNED 4 MANUFACTURED TO THE STANDARDS SET FORTH IN E6R-1351. BEARING LENGTH SMALL NOT BE LESS THAN 13/4". DO NOT CUT OR NOTCH BEAMS WITHOUT PRIOR APPROVAL OR ENGINEER. ;FEEL CUTS SMALL NOT OVERHANG INSIDE FACE OF SUPPORTING MEMBER, BEARING FALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT CALLED OUT OR OTHERWISE NOTED ON THE PLANS SHALL BE 4x5 DF2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR OPENINGS 5'-0" OF, LESS AND TWO CRIPPLES AND ONE STUD FOR OPENINGS MORE THAN 5'-0" WIDE. ALL COLUMNS NOT CALLED OUT ON THE PLANS SHALL BE TWO (2) STUDS. SPIKE LAMINATED COLUMNS TOGETHER WITH 16d @ 12" O.C. STAGGERED. STAGGER 5PLIGE5 AT TOP PLATES MINIMUM 45" AND NAILS WITH I6d 0 5" O.C. SHEAR WALL5: ALL SHEAR WALL SHEATHING NAILING AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND NOTED IN THE SHEAR WALL SCHEDULE. USE APA RATED SHEATHING (24/16) WITH A MINIMUM PANEL EDGE NAILING OF 5d �@ 6" O.C. UNLE55 NOTED OTHERWISE. ALL 5HEAR WALL NAILING SHALL BE COMMON WIRE OR GALVANIZED BOX NAILS. FASTENERS IN PRESERVATIVE -TREATED WOOD SHALL BE OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLE55 STEEL. BLOCK ALL UNSUPPORTED PANEL EDGES. DESIGNATED 3x FLAMING MAY BE (2) 2x MEMBERS FACE -NAILED WITH I(od 9 12" O.C. STAGGERED. ALL HEADERS SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE AT EACH END WHEN THE HEADER INTERRUPTS THE TOP PLATE. USE '51MPSON' M5TA24 CONNECTOR U.N.O. FLOOR AND ROOF FRAMING: DIMENSIONAL FRAMING MEMBERS SHALL BE FREE OF 5PLIT5, CHECKS, AND SNAKES. PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND OVER MORE THAN HALF THE LENGTH AND ALL AROUND ALL OPENINGS IN FLOORS AND ROOFS U.N.O. APPLY 3/4" RATED SHEATHING (40/20) GLUED AND NAILED TO FLOOR FRAMING MEMBERS WITH 5d COMMON OR GALVANIZED BOX NAILS AT 6" O.C. AT ALL SUPPORTED EDGES AND 5d COMMON OR GALVANIZED BOX NAILS AT 12" O.C. AT INTERIOR 5UPPORT5. APPLY 1/2" RATED SHEATHING (24/1(o) ON ROOF NAILED TO STIFFENERS OR RAFTERS WITH 5d COMMON OR GALVANIZED BOX NAILS AT roll O.C. AT SUPPORTED EDGES AND 5d COMMON OR GALVANIZED BOX NAILS AT 12" O.G. AT INTERIOR SUPPORTS. LAY 5HEATHING PERPENDICULAR TO FRAMING AND STAGGER PANEL EDGES. FLOOR AND ROOF TRU55E5: TRUSSES TO BE DESIGNED AND SUPPLIED IN ACCORDANCE WITH AN51/TPI 1-2001. THE TRUSS CALCULATION PACKAGE SHALL BE PREPARED UNDER THE DIRECT SUPERVISION OF A PROFESSIONAL ENGINEER LICENSED IN THE STATE OF WASHINGTON. THE TRU55 ENGINEER SHALL A55UME ALL RESPONSIBILITY FOR THE WORK OF ALL 5UBORDINATE6 INVOLVED IN THE PREPARATION OF THE TRUSS PLACEMENT PLAN AND TRUSS DESIGN DRAWINGS. EACH TRU55 SHALL BE PLANT FABRICATED AND SHALL BEAR THE QUALITY CONTROL 5TAMP, MANUFACTURER'5 NAME, DE51GN 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 TRU55-TO-TRU55 CONNECTION DETAILS AND REQUIRED CONNECTION MATERIAL5. FABRICATOR SHALL SUBMIT SHOP DRAWINGS TO THE BUILDING DEPARTMENT FOR APPROVAL PRIOR TO INSTALLATION AND VERIFY ALL TRUSS LENGTHS PRIOR TO FABRICATION. TRU55E5 SHALL BE BRACED TO PREVENT ROTATION AND PROVIDE LATERAL STABILITY IN ACCORDANCE WITH THE CONSTRUCTION DRAWINGS AND INDIVIDUAL TRU55 DRAWINGS. GENERAL CONSTRUCTION NOTES: ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (16(�), 2012 EDITION. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, AND SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE 5PECIFIED WORK. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND ALL CONDITIONS AT THE JOB 5ITE INCLUDING BUILDING AND 5ITE CONDITIONS BEFORE COMMENCING WORK AND BE RE51FON515LE FOR SAME. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENERS HAVE BEEN INSTALLED, THE CONTRACTOR SHALL COORDINATE WITH THE BUILDING DEPARTMENT FOR ALL BUILDING DEPARTMENT REQUIRED INSPECTIONS. DO NOT SCALE DRAWINGS. USE ONLY WRITTEN DIMENSIONS. THE DETAILS SHOWN ARE TYPICAL AND SHALL BE USED FOR LIKE OR SIMILAR CONDITIONS NOT SHOWN. VARIATIONS AND MODIFICATIONS TO WORK SHOWN ON THE DRAWINGS SHALL NOT BE CARRIED OUT WITHOUT THE WRITTEN PELM1551ON FROM THE ARCHITECT OR ENGINEER. 5HEAR WALL 5GNDULE MARK MINIMUM 5HEATHING (1) SHEATHING NAILING (1) ANCHOR 60LT5 (3) REMARK5 (4, 5) 1/2" GDX 5d 0 6" O.G. 5/8" 60" O.C. Qall = 230 PLF OR OSB 1/2" (;DX 5d @ 4" O.C. 5/$" 32" O.C. Qa I I = 350 PLF OR OSB 1/2" GDX 5d @ 3" O.C. 5i8" 16" O.G. Qa II = 450 PLF OR 055 USE 3x 5TUD5 AT ABUTTING PANEL EDGES 4 STAGGER NAILS �> SEE DETAIL 12 / 52.0 FOR CONSTRUCTION I I 1) ALL WALLS DESIGNATED" D" ARE SHEAR WALLS. EXTERIOR WALLS SHALL BE SHEATHED WITH RATED SHEATHING (24/0) AND NAILED AT ALL PANEL EDGES (BLOCKED) PER SCHEDULE. NAILING AT T1-II 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 2304.9.1. NAILING IN PRESERVATIVE TREATED LUMBER SHALL BE 5TAINLE55 STEEL OR OF HOT -DIPPED ZINC -COATED GALVANIZED STEEL PER A5TM A153. 2) HOLDOWN5 AND OTHER FRAMING HARDWARE BY 51MP50N STRONG TIE OR ICC APPROVED EQUAL TO BE USED PER PLAN. ENDS OF 5HEAR WALLS SHALL USE DOUBLE STUDS MINIMUM. 3) USE MINIMUM OF TWO (2) BOLTS PER SILL PIECE WITH ONE BOLT LOCATED NOT MORE THAN 12" NOR LE55 THAN 5" FROM EACH END OF EACH PIECE. EMBED BOLTS MINIMUM OF 7 INTO GONCRETE. WASHERS TO BE 3" x 3" x 1/4" PER IBC SECTION 2305.12.5 AND OF NOT -DIPPED ZINC -COATED GALVANIZED STEEL IN ACCORDANCE WITH A5TM A153, 4) ALLOWABLE LOADS ARE PERMITTED TO BE INCREASED 40% FOR WIND DESIGN IN ACCORDANCE WITH IBG SECTION 2306.3. 5) DESIGNATED 3x STUDS MAY BE (2) 2x MEMBERS FACE -NAILED WITH 16d 0 12'' O.G. STAGGERED. L5TA30 — BEAM TO TOP PLATE 5,/2 x 15 GLB _ L5TA30 - HDR 5 SILL TO 3x BLOCKING. ITYP. 2 PLACES)—\ x I® (I r r. Z rL, ULW L5TA30 - HDR a SILL TO 3x BLOCKING. ITYP. 2 PLACE S) x12GL 63/4 x 10.5 GLB _ 7_HT520 - BEAM TO TOP PLATE MAIN FLOOR A = 1,063 SQ FT rl A = 592 50 FT xl x r v 511/2 x 13.5 GLB _ 3/2 x 10.5 GLB ❑ N o _ n1 Spa 4x12 OF 2) 4x12 2' 1/2" RATED SHEATHING w/ ad a 4" O.C. TO FRAMING TRU55 PER PLAN NOTE: TRUSS TO DEVELOP CAPACITY OF CONNECTOR. CONNECTOR STRAP PER PLAN. �­2x STUD (NOT a SIM) DBL 2x TOP PLATE. (BEAM AT SIM) DRAG STRUT CONNECTION SCALE: 3ja" = I'-0" REINFORCEMENT "'"" "" z STEPPED FOOTING DETAIL S1.0 5CALE: 3ra" = 1'-0" M5TC40 HOLDOWN. ALIGN WITH EMBEDDED 5TH0 TYPE HOLDOWN BELOW. 7 SHEATHING d NAILING PER PLAN. I SPLICE TO OCCUR ON COMMMON MEMBER OR BLOCKING SHEATHING s NAILING PER PLAN. MATCH WALL I ABOVE U.N.O. J P3 FIN15H 16d a 16" O.C. 50LE PLATE NAILING. 5UBFLOOR (3) 8d J015T-TO-TOP PLATE U.N.O. MAINTAIN MIN. 1''2" END DISTANCE. 2x6STUD 1@l6"O.C.USE DBL STUD a ENDS OF SHEAR WALLS k HOLDOWN5. 2x NAILER AND PT SILL w/ 5/g11MAX' ANCHOR BOLT a 3" x 3" x 1/4" WASHER AT 5'-0" O.C. U.N.O. (ALT. NASA a 48" O.G.) 5THD TYPE HOLDOWN PER PLAN. 04 BAR a 10" O.C. - HORIZ. 2'-0" 441-15AR 9D 16" O.C. - VERT. MAXNUM FIN15H GRADE IS" MIN IS" 14 BAR CONTINUOUS (TYP.) MINIMUM D D 8" p D 8" CRIPPLE WALL WITIH BACKFILL FOUNDATION S� SCALE: 3/4" = 1'-0" RECEIVED CITY OF TUKWIL JUL 2 3 2015 CENTER REVIEWED FOR CODE COMPLIANCE APPROVED AUG 0 4 2015 City of Tukwila BUILDING DIVISION G^�HES�EN��T b^ n� VJAS1�I� !�C� AL GHlT 2014, 5EGA ENGINEERS � o a w � � a yy cl) q o 0 b i oco co s� o co �4 Uco � a o cc b 50, cq c cq / � o JOB 12 -021 RATED SHEATHING Sd 9 6" O.C. 112" RATED SHEATHING (4" O.C. BIM.) EXTERIOR SHEATHING PER PLAN OR SCHEDULEV A - - - - - - �d 4 O.C. _ _ m Lu ff 1/z" RATED SHEATHING ad 4" O.C. '/2" RATED SHEATHING w/;TQ Q- Hl FRAMING ANCHOR ad 9 4" O.C. EDGE NAILING = Lff EACH TRUSS. USE HIO-2 2x BLOCKING w/ 16d '@ S" O.C. 2x BLOCKING w/ (2) ad LL O ad 9 6" O.C. AT DBL TRUSS. GABLE END TRUSS. 1 TO STUD EACH END w w 'z" RATED SHEATHING Sd a 4 O.C. 435 4a" O.C. RATED SHEATHING RAFTER OR TRUSS PER PLAN p DBL 2x TOP PLATE. LAP (USE 24" O.C. AT BIM.) w/ (2) 0d TO 2x BLOCKING MONO TRUSS PER PLAN 2x VENTED BLOCKING. TRUSS PER PLAN SPLICE 4'-0" MIN. $ NAIL w/ 2x BRACE PER TRUSS SUPPLIER END NAIL To TRUSS DBL 2x TOP PLATE. LAP 16d '@ 6" O.C. STAGGERED. OR 0 48" O.C. SECURE w/ 2x STUD PER PLAN EACH ENE w/ (2) ad. SPLICE 4'a0" MIN, 4 NAIL A34 EACH END. NOTE: SIMPSON LU524 SHEATHING AND NAILING PER w/ 16d 6" O.C. STAGGERED SHEATHING 4 NAILING 1 SEE ARCH FOR FLASHING PLAN OR SCHEDULE. SPLICE PER PLAN OR SHEAR I 2x FRAMING PER PLAN. REQUIREMENTS. HANGER TO OCCUR ON COMMON 2x FRAMING PER PLAN, WALE SCHEDULE. (HEADER SIM.) MEMBER OR BLOCKING (BEAM AT BIM) 0 GABLE ENE / GIRDER TRUSS k* co m w a bn o 1 TYPICAL ROOF FRAMING CONNECTION 2 ROOF FRAMING GAE3LE END 3 L0WEiR ROOF FRAMING 5NEAP WALL LOWER POOF FRAMING GA5LE END cn 52.E SCALE: I" = I'-m" s2.� SCALE: 1° = I'-�" S2.P� SCALE: 1° = I'-m S2.rd SGALE: I" = 1'-0" cn � � o o - D13L 2x TOP PLATE co c co SOLE PLATE NAILING. USE 16d 16" O.C. MIN. Q w ad 4 O.C. 'SIMPSON' HOEDOWN 16d � all O.G. SOLE NDR PER PLAN.--------------------------------------------------------------------------------------------------------- ®� � STRAP PER PLAN SOLID RIM JOIST PLATE NAILING. 3,4� SUBFEOOR 114 i ;bi ad 6 6" O.C. 2x JOIST PER PLAN (3) ad JOIST -TO -TOP 2x RIM JOIST 2x BLOCKING w/ A35 _ PLATE U.N.O. MAINTAIN SIMPSON' HOEDOWN 314 SUBFLOOR FRAMING ANCHOR AT � 0) co SHEATHING NAILING PER PLAN. MIN. II/2" END DISTANCE. STRAP PER PLAN 6" O.C. TO TOP PLATE, a, o to Aw SPLICE TO OCCUR ON COMMMON SHEATHING 4 NAILING MEMBER OR BLOCK ING PER PLAN _ 3/4" SUBFLOOR TRIMMER STUD(S) w 2x STUDS PER PLAN. JOIST PER PLAN (USE pBE SHEATHING 4 NAILING PER (BEAM AT BIM.) JOIST PER PLAN w/ HUSC20-2 9 HOLDOWN) 11� PLAN OR SCHEDULE. KING STUD 1 z RATED SHEATHING $ 2x BLOCKING w/ A35 I NAILING PER SCHEDULE. 2x DBE TOP PLATE. LAP FRAMING ANCHOR TO SPLICE 4'-0" MIN. NAIL 2x FRAMING PER PLAN. TOP PLATE. (BEAM AT SIM.) w/ 16d @ 6" O.C. STAGGERED. 2x STUD PER PLAN. (BEAM AT BIM) LSTA STRAP PER PLAN. CENTER ON TRIMMER TYPICAL FLOOR FRAMING CONNECTION FLOOR FRAMIN CANT. J015T FRAMING AT INTERIOR SNAG WALL OR KING STUD, SCALE: I" = 1'-0" s2.m s2.� SCALE: r' = ra®" SCALE: r' = 1'-0" (TYP) 2x SILL PLATE 3x BLOCKING (TYP) ------------------------------------- ------------------------------------- 16d o 5" O.G. SOLE 16d a" O.C. SOLE PLATE NAILING. 16d 16" O.C. SOLE PLATE NAILING. SHEATHING NAILING PLATE NAILING, PER PLAN OR ad 6 O.C. U N 0 SHEATHING NAILING SCHEDULE PER PLAN OR ad 6" O.C. UNO SOLID RIM JOIST 5NEAR WALL FORCE TRAN5FER PETAL 3/4" SUBFLOOR SCHEDULE 3i4" SUBFLOOR 3/a" SUBFLOOR s2_� SCALE: I" = I'-�" MSTC HOLDOWN RATES SHEATHING PER PLAN 4 NAILING PER PLAN. L5TA24 STRAP (FAR SIDE) 16" JOIST PER PLAN 2x TOP PLATE MINIMUM NAIL SHEATHING TO HDR JOIST PER PLAN V NDR PER PLAN. EXTEND w/ ad a 3" O.C. EACH WAY. TRUSS PER PLAN JOIST PER PLAN OVER PANEL TO KING STUD. �1 LUS HANGER BEAM PER PLAN - LUS HANGER PY----------------- ---- -- -- - - - --- FASTEN TOP PLATE TO HEADER � BEAM PER PLAN. w/ (2) ROWS 16d AT 3" O.C. TRUSS SUPPLIER BEAM PER PLAN ,I Lu -------------------- - - �11 T. (2) 2x STUDS (TYP.) II i EVIEWED FOR �11 5NEAR WALL FRAMING AT FLU5N E3EAM 1� 5HEAR WALL FRAMING AT FLU5H SEAM 11 5HEAP WALL FRAMING AT BEAM � 11flP'LIANGE ll —11 52.E SCALE: 1" - I -O" SCALE. 1 - I -®" SCALE. P I1+1 4x BLOCKIN ROVED 24" IF REQUI ED./ 15 _ 10' 0" I`1 AUG 04 20 16d 16" O.C. SOLE F f - } - -f ` MAXIMUM SUBFLOOR 1/ " ATE SNEA NIN4S 3/4 2x STUD PER PLAN. USE MINIMUM PLATE NAILING. �� ' 2x BLOCKING (2) 2x STUD @ ENDS OF SHEAR 3� z RATED ISIO[ 4 SHEATHING SHEATHING & NAILING PER 2x STUD PER PLAN. USE DBL NAIL w/ 2) ROWS J0157 PER PLAN WALLS � HOEDOWNS. SEE SMEAR WALL SCHEDULE FOR 3x STUDS. ANCHOR BOLT w/ 3"x3"x'/4" PLAN OR SCHEDULE STUD AT END OF SNEAK WALLS PANEL EDGES. WASHER. SEE SCHEDULE FOR HOEDOWNS. SEE SHEAR WALL G1K�sE�,G SHEATHING 4 NAILING PER 2x PT SILL w/ ANCHOR BOLT SCHEDULE FOR 3x STUDS. PLAN. SPLICE TO OCCUR SIZE 4 SPACING.USE 5/$"o AT {�- 3" x 3" x '/ WASHER PEP l2) 2x PLATE. (NA SIMPSON' AC CAP ON COMMON MEMBER 60" O.C. U.N.O. PLAN OR SCHEDULE. USE - 4" SEAR ON GRADE OVER SNT'G To EA PL" E) y� (ALT. Ix4 GUSSET EA 2x PT SILL r8"� ro0" O.C. MIN. MIN. 6 MIL VAPOR BARRIER .:. OR BEOCKING. 5 SIDE w/ (6) ad) P STEM WALL TOP V ;. 4 AR - HORIZ. - �P 6 MIN. L ARIES *^ "O�PO G `�T ���, 44 PT POST 6 MIN. (NOT Q S.O.G) 1 (4x6 AT SPLICE) FINISH GRADE 12" MAX. FINISH GRADE OR 12" MAX. 2x PT SILL SjoivAlr' + I STND HOLDOWN PER PLAN. SLAB ON GRADE 5THD14 HOLDOWN U.NO. + (S.O.G. SIM.)=�, (2) 5/8"� ANCHOR BOLT w/ SIMPSON MAB ANCHOR l�" �4 L BAR 0 24 O.G. = VERT. SIMPSON HOLDOWN ° 4 BAR - HORIZ. , (ALT. A34 ANCHOR MIN. PER PLAN a I 7 EMBEDMENT 8 3 x 3 x /4 11 TWO SIDES) 12" I'-6" MIN I'=6" MIN. a #4!BAR e 24 O.C. - VERTICAL GALVANIZED P WASHER. RECEIVED' MIN. 21a6FOUNDATION PER PLAN., 8 FTG PER PLAN p o� S„ MIN, S" THICK STEM WALL w/ �D P ° ° — JUL2 3 205 14 PAR HORIZ, TOP Q BOTTOM. FINISH GRADE D D D 14 BAR GONT, PERMIT CENTER 12 PORTAL FRAME PANEL �o SCALE: NONE 1' - 4" o. 13 FLOOR FRAMING AT OPAWL 5PAOE 14 FOUNDATION AT CRAWL PAGE 15 FOUNDATION AT 5LA5 ON GRADE - S2.�D SCALE:I 1'-® s ; 2 52.E SCALE: I" = I'-®" S2.� SCALE: I" = 1'=0" " _ " , , �14 SEGA ENGINEERS JOE3 12 -02 1